rfl 439 
.fi3 
Oopy 1 



Bulletin 9 

Structural Materials Research Laboratory 

Lewis Institute 

Chicago 



Quantities of 
Materials for Concrete 

By 

DUFF A. ABRAMS 

Professor in Charge of Laboratory 
and 

STANTON WALKER 

Associate Engineer 



Published by the 

STRUCTURAL MATERIALS RESEARCH LABORATORY 

November. 1921 



'•n<Wftipfc 



RESEARCHES in the properties of concrete and concrete mate- 
rials at the Structural Materials Research Laboratory are being 
carried out through the cooperation of the Lewis Institute and tlie 
Portland Cement Association. This work has been under way since 
September 1, 1914. 

The control of the policies of the Laboratory is vested in an 
Advisory Committee, consisting of the following representatives of 
Lewis Institute and the Portland Cement x\ssociattion : 

Lezvis Institute : 
GEO. N. CARMAN, Director of Lewis Institute, 
DUFF A. ABRAMS, Professor in Charge of Laboratory. 

Portland Cement Association: 
F. W. KELLEY, Chairman, Technical Problems Committee, Albany, N. Y. 
ERNEST ASHTON, Member, Technical Problems Committee, Allen- 
town, Pa. 

These investigations are being carried out by a staff of engi- 
neers, chemists, and assistants who give their entire time to the work. 
The results of these researches are published in reports presented to 
engineering and trade organizations, in papers published in the 
technical journals and in Circulars and Bulletins issued by the 
Laboratory. 



Bulletin 9 

Structural Materials Research Laboratory 

Le-wis Institute 

Chicago 



Quantities of 
Materials for Concrete 

By 

DUFF A, ABRAMS 

Professor in Charge of Laboratory 
and 

STANTON WALKER 

Associate Engineer 



Published by the 

STRUCTURAL MATERIALS RESEARCH LABORATORY 

November, 1921 






FOREWORD 



Part of the data on which this report is based furnished the subject 
matter of our Bulletin 1, ''Desig"n of Concrete Mixtures," published in 
1918. The first of our tables of proportions and quantities was pub- 
lished in 1920 under the title 'Table of Proportions and Quantities for 
Concrete for Road Construction."* 

The present tables are based on more complete data than were avail- 
able when the first table was prepared. It should be noted also that 
the earlier table was intended solely for use in concrete road construc- 
tion, hence an excess of fine aggregate was used to facilitate hand 
finishing. Experience has shown that with modern methods of finish- 
ing concrete roads, it is not necessary or desirable to "over-sand" the 
mix. The quantities given in the new tables are believed to be applic- 
able to all types of concrete work in which plastic mixtures can be used. 

The tables of proportions and quantities of materials in essentially 
their present form were pubHshed in the Progress Report of the Joint 
Committee on Standard Specifications for Concrete and Reinforced 
Concrete,! and in the Report of the Committee on Masonry of the 
American Railway Engineering Association.^ 



*Concrete Highway Magazine, May, 1920; Eng. News-Rec, May 13, 1920; Proc. Am. Soc. 
Testing Mat., v. 20, Part I, 1920; Canadian Engineer, June 17, 1920. 

tProc. Am. Soc. Testing Mat., v. 21, 1921; Proc. Am. Soc. Civil Eng., August, 1921. 
iBull. 242, Am. Ry. Eng. Assn., December, 1921. 






QUANTITIES OF MATERIALS FOR CONCRETE 

By Duff A. Abrams and Stanton Walker 

Introduction 

The subject matter of this Bulletin may be more fully described by 
the title ''Proportions and Quantities of Materials for Concrete of a 
Given Compressive Strength." The tables of proportions and quan- 
tities constitute a resume of the results of a large number of experi- 
mental investigations which have been carried out in this Laboratory 
during the past seven years in studies of the strength and yield of 
concrete produced under standardized conditions for wide variations 
in the proportions of constituent materials, by different methods of 
manipulation, etc. The studies which have thus far been carried out 
include about 100,000 tests. These tests fall in the following cate- 
gories : 

1. Standardization of test methods, 

2. Effect of grading of aggregates, 

3. Eft'ect of consistency of concrete, 

4. Eff"ect of quantity of cement, 

5. Relative merits of different types of fine and coarse aggre- 

gates, 

6. Comparison of concrete and mortar tests, 

7. Effect of curing condition, 

8. Effect of age of concrete, 

9. Effect of powdered admixtures in concrete, 

10. Studies of methods of measuring plasticity or workability 

of concrete, 

11. Comparisons of compressive strength, tension, flexure, wear, 

yield and absorption of concrete. 

These tables differ from tables of quantities''' prepared by Thatcher 
and by Taylor and Thompson in that proportions have been selected, 
which, under the conditions stated, may be expected to give concrete 
of a given strength. See ''Foreword'- for comparison of tables con- 
tained in this report with an earlier table prepared in this Laboratory. 



*See "Concrete, Plain and Reinforced," by Taylor and Thompson (1916); also Thatcher's 
tables in Johnson's "Materials of Construction," 4th Edition (1898). 



2 Structural Materials RtSEARCH Laboratory 

Separate tables are given for concrete of compressive strengths of 
1500, 2000, 2500, 3000, 3500 and 4000 lb. per sq. in. at 28 days, using 
fine and coarse aggregates of different sizes and a wide . range of 
workability as measured by the slump test. 

This experimental work was carried out through the cooperation 
of the Portland Cement Association and the Lewis Institute. 

Fundamental Considerations 

The most striking features of the experiments on which these tables 
are based are that they bring out the fundamental relations between 
the quantity of mixing water and the quality of the resulting concrete 
and show that the size and grading of the aggregate and the quantity 
of cement affect the strength of concrete only in so far as they influence 
the water requirements. These investigations have shown that the 
inter-relation of strength and proportions of materials may be ex- 
pressed by the following principles : 

1. The strength of a concrete mixture depends on the quantity 
of mixing water in the batch, expressed as a ratio to the volume of 
cement so long as the concrete is workable and the aggregates are 
clean and structurally sound. The strength of the concrete 
decreases as the water-ratio increases. 

2. The effect of differences in the quantity of cement is reflected 
by differences in the water-ratio. In richer mixtures, a given con- 
dition of workability can be produced with a lower water-ratio, and 
consequently give higher strengths. 

3. There is an intimate relation between the size and grading 
of the aggregate and the quantity of water required to produce con- 
crete of a given workability. The strength of concrete is affected 
by the size and grading of aggregate only in so far as the quantity 
of mixing water is influenced by these variables, so long as the 
aggregate is not graded too coarse for proper workability. Finer 
aggregates require more water for a given plasticity and quantity of 
cement, and therefore give lower strengths than the coarser aggre- 
gates. 

4. It is not necessary, or desirable, that the aggregate be pro- 
portioned according to any fixed grading ; wide variations in grad- 
ings of aggregate may occur without affecting the quantity of mix- 
ing water or the quality of the concrete. The classification of all 
aggregate finer than }i in. as fine aggregate, and that above this 
size as coarse aggregate, is purely an arbitrary division. Aggre- 
gates separated into any sizes may be proportioned to give desired 
results, so long as the grading will give workable concrete. The 



Quantities of Materials for Concrete 3 

separation of aggregates into two sizes is desirable to facilitate 
uniform proportioning of successive batches. 

5. Plasticity or workability is an essential requirement of con- 
crete for structural purposes. If a high degree of workability is 
necessary, this factor must be taken into account in designing the 
mixture. It is essential that the workability be kept under proper 
control. 

Any combination of the constituent materials which produces con- 
crete of a given water-ratio will result in concrete of approximately 
the same strength, so long as the concrete is workable. The foregoing 
statements embody the essential features of what has become known 
as the water-ratio theory of proportioning concrete. 

A casual examination of the tables wqll show the vital influence of 
the quantity of mixing water, by the differences in quantities of ma- 
terials required for different conditions of workability, as indicated by 
the slump test. The effect of what may 'seem slight changes in the 
quantity of mixing water has been generally overlooked in earlier dis- 
cussions of this subject. 

Purpose of Tables 
These tables are intended to be applied for the following purposes 
to all types of concrete work in which plastic mixtures may be used : 

1. To furnish a guide in the selection of mixtures to be used 
in preliminary investigations of the strength of concrete. 

2. To indicate proportions which may be expected to produce 
concrete of a given strength under average conditions where control 
tests are not made. 

3. To furnish a basis for comparing the relative economies of 
concretes made by combining aggregates of different sizes, when 
the workability and strength of the resulting concrete are taken 
into account. (In other words, it is not necessary to restrict aggre- 
gate sizes to those usually mentioned in specifications.) 

4. To furnish a basis for making changes in proportions to 
compensate for variations in size and grading of aggregates or 
workability of the concrete during the progress of the work. 

It should be emphasized that the chief value of the tables is in the 
selection of proportions for preliminary investigations and in making 
changes in proportions required by variations in materials, after a basic 
mixture has been determined upon. It is not expected that the tables 
will give as exact information as may be obtained by preliminary in- 
vestigations of materials and mixtures, followed by control tests made 
during the progress of the worl:. 



4 Structural Materials Research Laboratory 

Basis of Tables 
The tables are based on the following considerations : 

1. The compressive strength of concrete at 28 days tested in 
accordance with standardized methods, is taken as the basis of 
quality* of concrete. 

2. Tests were made by methods similar to those described in 
"Tentative Methods of Making Compression Tests of Concrete," 
of the American Society for Testing Materials. The essential 
features of the method are: 

a. Aggregates of known sieve analysis. 

b. Aggregates in room-dry condition. 

c. Unit volumes determined by standard methods. 

d. Cement assumed to weigh 94 lb. per cu. ft. 

e. Proportions by volume. 

f. Hand-mixed concrete puddled in 6 by 12-in. cylijader 

forms. 

g. Concrete cured in moist place until tested, 
h. Tests made at age of 28 days. 

i. Each value based on 5 or more specimens made on differ- 
ent days. 

3. Studies of the average inter-relation of strength of concrete, 
size and grading of aggregate, quantity of cement and quantity of 
mixing water for the range covered by these tables. 

4. Selection of sieve analyses of aggregate to represent average 
of materials of size-classification shown. 

5. Determination of the most economical proportions of fine 
and coarse aggregates for each of the other conditions. 

6. Yield of concrete determined by measurements and weights 
of 6 by 12-in. cylinders. 

Limitations of Tables 

The tables of proportions and quantities of materials furnish a 
guide in the selection of concrete mixtures and for comparing diflferent 
mixtures within the following limitations : 

1. Concrete must be plastic or workable. 

2. Aggregates must be clean and structurally sound. 

3. Aggregates must be graded between the sizes indicated. 

4. Cement must meet requirements of the Standard Specifica- 
tions and Tests for Portland Cement of the American Society for 
Testing Materials. 



*See Bulletins 2 and 10 for comparison of compressive strength and wear of concrete; 
and "Flexural Strength of Plain Concrete," Proc. Am. Concrete Inst., 1922, for comparison 
between compressive strength and modulus of rupture. 



Quantities of Materials for Concrete 5 

5. Allowance must be made for temperatures below normal ; 
low temperatures during the first few days of curing greatly reduce 
the strength of concrete. 

6. If the proportions to be used in the work are selected from 
the table without preliminary tests of the materials and control 
tests are not made during the progress of the work, the mixtures 
in bold-faced type should be used. 

7. The values in the tables of quantities represent the net vol- 
umes of materials in the finished concrete ; no allowance was made 
for waste. For average conditions the following allowances for 
waste are suggested: 

Cement* 2%; fine aggregate* 10% ; coarse aggregate* 5%. 

8. These tables do not cover proportions for ''semi-dry" con- 
crete used in machine-made products. 

Information Necessary for Use of Tables 

The following information is necessary in order to make use of 
the tables: 

1. Sieve analyses of aggregates made in accordance with the 
method described below. 

2. Size-classification of aggregates. 

3. Plastic condition of concrete required by the work, as deter- 
mined by the slump test for workability. 

4. Desired compressive strength of concrete at 28 days. 

Test Methods 

The information necessary for using the tables should be deter- 
mined by the following methods : 

Sieve Analysis of Aggregate — The sieve analysis should be made 
in accordance with the "Tentative Method of Test for Sieve Analysis 
of Aggregate for Concrete/' of the American Society for Testing 
Materials. The test is made by determining the cumulative percentages 
finer or coarser than each sieve. 

Field tests can be made with sufficient accuracy by using alternate 
sieves in the standard set beginning with No. 50. The percentages for 
the omitted sieves can be determined by interpolation. 



•These percentages do not include allowances for grouting, patching, washing or replace- 
ments. Allowance must be made when using the tables for the differences in volumes of 
aggregates measured dry by the laboratory method and when moist sand is measured in the 
loose condition common to field measurements. There will be but little difference in the 
measurements of broken stone or pebbles by the two methods; but the quantity of sand will 
be from 5 to 20% less, according to the moisture content. These differences can be easily 
taken in account by the calibration of the measuring devices used. 



6 



Structural Materials Research Laboratory 



The fineness modulus which is used as a measure of the size and 
grading- of aggregate in other publications of this Laboratory** is the 
summation of the percentages in the sieve analysis divided by 100, 
when expressed as cumulative percentages coarser than each sieve. 

Size-Classification — The size to be assigned to a given aggregate 
is determined from the sieve analysis by applying the following rules : 

1. At least 15% shall be retained on the sieve next smaller than 
that considered the maximum size.'\ 

2. Not more than 15% of a given coarse aggregate shall be 
finer than the sieve considered as the minimum size. 

3. Only the sieve sizes given in the tables shall be considered 
in applying rules 1 and 2. 

Sieves for Aggregate Tests 

Square-mesh woven wire sieves. 



Sieve Number 
or Size 



Size of Square Opening 
Inches 



50* 




30* 




16* 




8 




4 




V?, 


-m. 


M 


-m. 


1 


-m. 


\y2 


-m. 


2 ■ 


-in. 


3 


-in. 



0.0059 

0.0117 

0.0232 

0.0469 

0.094 

0.187 

0.375 

0.75 

1.00 

1.50 

2.00 

3.00 



*Sieves No. 50, 30, and 16 are identical with No. 48, 28 and 14, used in earlier reports 
of this laboratory. The 1- and 2-in. sieves are half-size and are usually omitted from our 
reports. 

Sampling of Aggregates — It is of utmost importance that repre- 
sentative samples of the aggregates be selected for test. Samples for 
sieve analyses should be selected by quartering or by the use of a 
sampler. For sieve analysis of fine aggregate a 500-gram sample 
should be used. The weight in grams of the sample for coarse aggre- 
gate should be about 3000 times the maximum size of particle meas- 
ured in inches. 

Cleanness of Aggregate — It is assumed that the aggregates are 
clean; that is, free from injurious amounts of shale, alkali, organic 
matter and other deleterious substances. The test for organic impur- 
itiest in sands may be made by digesting a sample in a 3% solution of 
sodium hydroxide and observing the color of the supernatant liquid. 



**See Bulletin 1, "Design of Concrete Mixtures." 

tA graded sand with 16% retained on the No. 8 sieve would fall in the 0-No. 4 size; 
if 14% or less were retained, the sand would fall in the 0-No. 8 size. A coarse aggregate 
having 16% coarser than the 2-in. sieve would be considered as 3-in. aggregate. 

JSee Proc. Am. Soc. Testing Mat., 1921, p. 585; also Concrete Highway Magazine, 
February, 1918. 



Quantities of Materials for Concrete 7 

A dark color indicates the presence of such quantities of organic im- 
purities that the sand should be rejected or subjected to rigid tests 
before use. 

Slump Test — The slump is used in the tables to denote the plasticity 
or workability of the concrete. The method of making this test is 
described in the "Tentative Specifications for Workability of Concrete 
for Concrete Pavements," of the American Society for Testing 
Materials*, as follows: 

"In determining workability, the newly-mixed concrete shall be 
placed in a truncated cone-shaped metal mold 12 in. high, 4 in. in 
diameter at the top and 8 in. in diameter at the base, and provided 
with handles at the sides. The concrete shall be lightly tamped 
with a rod as it is placed in the mold which, when filled, shall be 
immediately removed and the slump or settlement of the concrete 
noted." 

The slump is the settlement of the truncated cone of concrete from 
its original height of 12 in., measured in inches. 

The slump test should not be interpreted too strictly ; in other words, 
a batch of concrete should not be rejected simply because the slump is 
slightly higher than was intended. The principal value of the slump 
test is in avoiding the habitual use of such an excess of mixing water 
as will materially lower the quality of the concrete. The specifications 
should indicate the workability of concrete desired for different types 
of construction. For the usual reinforced concrete work a slump of 
6 to 7 in. should be aimed at ; in mass work a slump of 1 to 4 in. may be 
used ; for concrete roads in which finishing machines are used, a slump 
as low as 1 in. may be used. 

Flow Test — The apparatusf for making the flow test for plasticity 
or workability consists of a metal-covered table with the top attached 
to the frame in such a way that it can be raised and dropped by means 
of a cam. The concrete is molded into a truncated cone 5 in. high, top 
diameter 6}i in., and bottom diameter 10 in. The test is made by 
lightly tamping the freshly-mixed concrete into the mold on the table. 
After being filled, the mold is immediately withdrawn and the table 
raised and dropped ^ in. 15 times in about 10 seconds. The base 
diameter of the mass of concrete after the test, expressed as a per- 
centage of the original diameter, is the "flow." 



•Serial designation: D62-20T. 

tOne design of the flow-table is described in Proc. Am. Soc. Testing Mat., v. XX, Part 
II, p. 242 (1920), and in Concrete, June, 1920, p. 274. 



8 Structural Materials Research Laboratory 

Quantity of Mixing Water — The quantity of mixing water required 
for a given slump or flow will vary with the mix, size and grading of 
the aggregate, moisture content and absorption of aggregate. For 
average conditions the 1-1.7-3.4 mix given on page 12 for 2000 lb. per 
sq. in. concrete, using 0-No. 4 sand and No. 4-l>4-in. pebbles, requires 
about 6^ gallons of water per sack of cement for a 6 to 7-in. slump. 

Comparison of Slump and Flow — Concrete having a slump of 3 
to 4 in. requires about 10% more water than one having a slump of 
^ to 1 in. ; 6 to 7 in., 25% more ; and 8 to 10 in., 50% more. Concrete 
having a slump of >^ to 1 in. will give a flow of about 160 to 180; 
3 to 4-in. slump, a flow of 210 to 230; 6 to 7-in. slump, a flow of 250 to 
270; 8 to 9-in. slump, a flow of 280 to 300. 

Concrete Tests for Field Control 

Specimens for compression tests of concrete for preliminary 
investigations or control tests during the progress of the work should 
be made in accordance with ''Tentative Methods of Making Compres- 
sion Tests of Concrete,""^ or "Standard Method of Making and Storing 
Specimens of Concrete in the Field"* of the American Society for 
Testing Materials. Following are the principal features of these 
methods : 

Molding Specimens — The specimens should be made in cylindrical 
metal forms having height equal to twice the diameter. (Usually 6 
by 12-in.) The concrete should be puddled into the molds in 3 equal 
layers by means of a ^'^-in. round rod pointed at the lower end. 

Sampling Field Concrete — Concrete for the test specimens should 
be taken immediately after it has been placed in the work. Concrete 
for each specimen should be taken from one place, and a sufficient 
number of samples taken at different points to give a fair average of 
the concrete placed in that part of the work. 

Curing Test Cylinders — About 48 hours after molding, the speci- 
mens should be removed from the molds and buried in damp sand. 
Field specimens should remain buried until about 10 days prior to test, 
when they should be packed in damp sand or wet shavings and shipped 
to the laboratory, where they should be stored in a moist place until 
time of test. 

Capping — Before testing, the tops and bottoms of cylinders should 
be capped with a mixture of equal parts of cement and gypsum to 
insure an equal distribution of the load over the section. 



'Serial designation: C39-21T and C31-20T. 



Quantities of Materials for Concrete 9 

Age at Test — In general the specimens should be tested in a damp 
condition at the age of 28 days. The tables are based on tests at this 
ag'e. A spherical bearings block should be used on top of the cylinders. 

Mixhig Concrete — It is desirable that concrete be mixed at least 1 
minute* in a batch mixer of approved type after all materials are in the 
drum, or that a method of hand-mixing- be used that will give similar 
results. 



SUMMARY OF PRECAUTIONS TO BE OBSERVED 
IN THE USE OF TABLES 

1. If the proportions to be used in the w^ork are selected from 
the tables, without preliminary tests of the materials, and control 
tests are not made during the progress of the work, the mixtures in 
BOLD-FACED type should be used. 

2. Strengths were based on 28-day compression tests of 6 by 
12-in. concrete cylinders puddled in the forms, cured in a damp 
place at normal temperatures and tested in a damp condition. 
Allowance must be made for lower strength resulting from temper- 
atures below normal. 

3. Portland cement should meet the requirements of the stand- 
ard specifications. 

4. Aggregate should be clean, structurally sound, and graded 
in size between the limits shown in the tables. 

5. Concrete should be mixed at least 1 minute in a batch mixer 
of approved design. 

6. In comparing the strengths of concrete specimens made on 
the work with the values in the tables, it is important that tests be 
made in accordance with standard methods as described on page 8. 

7. The quantities of materials were based on measurements in 
the laboratory using dry materials rodded or puddled into the 
measure. No allowance was made for waste. 

8. The slump test should not be too strictly interpreted. 

9. Proportions and quantities of materials may be interpolated 
for concrete strengths, aggregate sizes and consistencies not 
covered by the tables. 



•Investigations carried out in this Laboratory showed that the method of hand-mixing 
used in most of our investigations gives a concrete strength equivalent to about 1 Yi minutes' 
machine mixing. See "Effect of Time of Mixing on the Strength and Wear of Concrete," 
Proc. Am. Concrete Inst., 1918. 



10 



Structural Materials Research Laboratory 



Proportions for 1500 lb. per sq. in. Concrete 



Based on 28-day compressive strength of 6x12 in. cylinders. 

Proportions are expressed by volume as follows: Portland Cement 
Coarse Aggregate. 



Fine Aggregate : 



Thus 1:2.6:4.6 indicates 1 part by volume of Portland cement, 2.6 parts by volume of 
fine aggregate and 4.6 parts by volume of coarse aggregate. 

For Summary of Precautions to be Observed in Usinsr Tables see page 9. 



Size of Coarse 


Slump, 
in. 


Proportions Using Fine Aggregate 


of Different 


Sizes 


Aggregate 


0-No. 30 


0-No. 16 


0-No. 8 


0-No. 4 


0-% in. 




% to 1 
3 " 4 
6-7 

8 "10 


1:2.8 
1:2.4 
1:1.9 

1:1.4 


1:3.2 
1:2.8 
1:2.2 

1:1.6 


1:3.8 
1:3.3 
1:2.6 

1:1.8 


1:4.4 
1:3.8 
1:3.0 

1:2.1 


1:5.1 
1:4.5 




1:3.6 

1:2.5 


No. 4 to % in.. J 


% to 1 
3 " 4 
6 •• 7 

8 "10 


1:2.6:4.6 
1:2.3:4.0 
1:1.8:3.4 
1:1.1:2.5 


1:2.9:4.3 
1:2.6:3.8 
1:2.0:3.2 

1:1.3:2.4 


1:3.4:4.1 
1:2.9:3.6 
1:2.3:3.1 

1:1.5:2.4 


1:3.9:3.6 
1:3.4:3.2 
1:2.6:2.8 

1:1.7:2.2 


1:4.6:3.1 
1:4.1:2.8 
1:3.1:2.6 

1:2.1:2.0 


No. 4 to 1 in... J 


% to 1 
3 " 4 
6 " 7 

8 "10 


1:2.4:5.3 
1:2.1:4.7 
1:1.6:3.9 

1:1.1:2.9 


1:2.7:5.2 
1:2.4:4.5 
1:1.8:3.8 

1:1.2:2.8 


1:3.1:5.0 
1:2.7:4.4 
1:2.1:3.7 

1:1.4:2.8 


1:3.5:4.7 
1:3.1:4.1 
1:2.4:3.5 

1:1.6:2.7 


1:4.3:4.3 
1:3.7:3.7 
1:2.9:3.3 

1:1.9:2.5 


No. 4 to \% in.J 


% to 1 
3 " 4 
6 " 7 
8 "10 


1:2.4:6.0 
1:2.0:5.4 
1:1.6:4.4 
1:1.0:3.3 


1:2.7:5.9 
1:2.3:5.3 
1:1.8:4.3 
1:1.1:3.2 


1:3.1:5.8 
1:2.7:5.2 
1:2.0:4.3 
1:1.3:3.2 


1:3.5:5.4 
1:3.0:5.0 
1:2.3:4.1 

1:1.5:3.1 


1:4.1:5.1 
1:3.5:4.6 
1:2.7:3.9 

1:1.8:2.9 


No. 4 to 2 in...| 


% to 1 
3 " 4 
6 " 7 

8 "10 


1:2.2:6.9 
1:1.8:6.2 
1:1.4:5.1 

1:0.9:3.8 


1:2.4:6.8 
1:2.0:6.1 
1:1.6:5.0 
1:1.0:3.8 


1:2.8:6.8 
1:2.4:6.1 ' 
1:1.8:5.0 
1:1.1:3.8 


1:3.1:6.6 
1:2.7:6.0 
1:2.0:5.0 
1:1.3:3.8 


1:3.7:6.4 
1:3.1:5.7 
1:2.4:4.8 

1:1.5:3.7 


K to 1 in J 


% to 1 
3 " 4 
6 " 7 
8 "10 


1:2.8:5.2 
1:2.4:4.5 
1:1.9:3.9 
1:1.3:2.8 


1:3.1:5.1 
1:2.6:4.5 
1:2.1:3.7 

1:1.4:2.8 


1:3.6:4.8 
1:3.1:4.3 
1:2.4:3.6 

1:1.6:2.7 


1:4.2:4.6 
1:3.6:4.0 
1:2.8:3.4 

1:1.9:2.6 


1:4.8:4.1 
1:4.1:3.6 
1:3.2:3.1 

1:2.2:2.4 


% to 13^ in....l 


% to 1 
3 " 4 
6 " 7 
8 "10 


1:2.8:5.8 
1:2.4:5.2 
1:1.9:4.3 
1:1.2:3.2 


1:3.1:5.7 
1:2.7:5.1 
1:2.1:4.2 

1:1.4:3.2 


1:3.5:5.5 
1:3.1:5.0 
1:2.4:4.2 
1:1.6:3.1 


1:4.1:5.3 
1:3.5:4.8 
1:2.7:4.0 
1:1.8:3.0 


1:4.7:4.9 
1:4.1:4.4 
1:3.1:3.7 
1:2.1:2.9 


%to 2 in 


% to 1 
3 •• 4 
6 " 7 

8 "10 


1:2.7:6.6 
1:2.3:5.9 
1:1.8:4.9 
1:1.2:3.7 


1:3.0:6.6 
1:2.6:5.9 
1:2.0:4.8 
1:1.3:3.7 


1:3.4:6.5 
1:2.9:5.8 
1:2.2:4.8 
1:1.5:3.7 


1:3.9:6.4 
1:3.3:5.6 
1:2.6:4.8 
1:1.7:3.6 


1:4.4:6.0 
1:3.7:5.5 
1:3.0:4.5 
1:1.9:3.6 


Mto \X in.... 1 


% to 1 
3 " 4 
6 " 7 

8 "10 


1:3.2:5.4 
1:2.8:4.8 
1:2.1:4.0 
1:1.5:3.0 


1:3.6:5.3 
1:3.2:4.8 
1:2.5:4.0 

1:1.7:3.0 


1:4.1:5.1 
1:3.6:4.6 
1:2.8:3.9 

1:1.9:2.9 


1:4.7:4.8 
1:4.0:4.4 
1:3.2:3.7 

1:2.2:2.8 


1:5.3:4.4 
1:4.6:4.0 
1:3.5:3.4 

1:2.5:2.7 


^ to2 in 1 


^4 to 1 
3 " 4 
6 " 7 

8 " 10 


1:3.2:6.2 
1:2.8:5.5 
1:2.1:4.5 
1:1.4:3.4 


1:3.6:6.1 
1:3.1:5.5 
1:2.4:4.6 
1:1.6:3.4 


1:4.0:6.0 
1:3.5:5.4 
1:2.7:4.5 
1:1.8:3.4 


1:4.6:5.8 
1:3.9:5.2 
1:3.1:4.4 
1:2.1:3.4 


1:5.2:5.4 
1:4.5:4.9 
1:3.5:4.1 

1:2.4:3.3 


^to3 in r 


»^ to 1 
3 " 4 
6 " 7 

8 " 10 


1:3.2:7.1 
1:2.7:6.3 
1:2.1:5.1 
1:1.4:3.8 


1:3.6:7.1 
1:3.0:6.3 
1:2.4:5.2 
1:1.6:3.9 


1:4.0:7.0 
1:3.4:6.3 
1:2.7:5.2 

1:1.8:3.9 

t 


1:4.6:6.9 
1:4.0:6.2 
1:3.1:5.1 

1:2.1:3.9 


1:5.2:6.6 
1:4.5:5.9 
1:3.6:4.9 

1:2.4:3.8 



Quantities of Materials for Concrete 



11 



Quantities of Materials for 1 cu. yd. of 1500 ib.per sq.in. Concrete 

The volume of cement is expressed in barrels and of aggregates In cubic yarda. 
F = fine aggregate; C = coarse aggregate. 

Qaantities are net, no allowance being: made for waste; for averagre conditions, the 
following: additions are 8ug:g:e8ted: Cement, 2%; fine as8rreg:ate, 10%; coarse aggregate, 5%. 

For Summary of Precautions to be Observed in Using Tables see page 9. 





Slump, 
in. 


Quantities of Materials Using Fine Aggregate of DiUerent Sizes 


Size of 
Coarse 


0-No. 30 


0-No. 16 


0-No. 8 


O-No. 4 


0-% in. 


Aggregate 


Aggre- 
Ce- gate 
ment F. C. 


Aggre- 
Ce- gate 
ment F. C. 


Aggre- 
Ce- gate 
ment F. C. 


Aggre- 
Ce- gate 
ment F. C. 


Aggre- 
Ce- gate 
ment F. C. 



r 


'/^ to 1 


1.90 


.79 




, 1.77 


.84 




1.60 


.90 




1.36 


.89 




1.27 


.96 




None J 


3 " 4 
6 •• 7 


2.12 
2.49 


.75 
.70 




1.96 
2.33 


.81 
.76 




1.75 
2.08 


.86 
.80 




1.52 
1.81 


.86 
.80 




1.38 
1.64 


.92 
.88 








1 


8 " 10 


2.98 


.62 




2.82 


.67 




2.36 


.70 




2.32 


.72 




2.10 


.78 




r 


% to 1 


1.02 


.39 


.69 


1.02 


.44 


.66 


1.01 


.51 


.61 


.98 


.56 


.52 


.98 


.67 


.45 


No. 4 to K in- • J 


3 •• 4 


1.17 


.40 


.69 


1.12 


.43 


.63 


1.11 


.48 


.59 


1.07 


.54 


.51 


1.08 


.65 


.45 


6 " 7 


1.39 


.37 


.70 


1.36 


.40 


.64 


1.31 


.45 


.60 


1.30 


.50 


.54 


1.27 


.58 


.47 


1 


8 "10 


1.76 


.29 


.65 


1.76 


.34 


.63 


1.73 


.38 


.61 


1.68 


.42 


.55 


1.67 


.52 


.49 


No. 4 to 1 in 


% to 1 


.98 


.35 


.77 


.98 


.39 


.75 


.96 


.44 


.71 


.94 


.49 


.65 


.n 


.59 


.59 


3 " 4 


1.08 


.34 


.75 


1.06 


.38 


.70 


1.05 


.42 


.68 


1.02 


.47 


.62 


1.02 


.56 


.56 


6 " 7 


1.32 


.31 


.76 


1.30 


.35 


.73 


1.23 


.38 


.67 


1.21 


.43 


.63 


1.21 


.52 


.59 


8 " 10 


1 70 


.28 


.73 


1.68 


.30 


.70 


1.64 


.34 


.68 


1.60 


.38 


.64 


1.57 


.44 


.58 


r 


4 to 1 


.93 


.33 


.83 


.93 


.37 


.81 


.91 


.42 


.78 


.88 


.46 


.70 


.86 


.52 


.65 


No. 4 to \}4 in. J 


3 " 4 


1.02 


.30 


.81 


1.03 


.35 


.81 


1.01 


.40 


.78 


.98 


.43 


.72 


.97 


.50 


.66 


6 " 7 


1.24 


.29 


.81 


1.23 


.33 


.78 


1.18 


.35 


.75 


1.12 


.38 


.68 


1.15 


.46 


.66 


1 


8 "10 


1.62 


.24 


.79 


1.59 


.26 


.75 


1.54 


.30 


.73 


1.50 


.33 


.69 


1.50 


.40 


.64 


r 


^ to 1 


.88 


.29 


.90 


.88 


.31 


.88 


.85 


.35 


.86 


.82 


.38 


.80 


.80 


.44 


.76 


No. 4 to 2 in. .. J 


3 " 4 


.98 


.26 


.90 


.99 


.29 


.89 


.96 


.34 


.87 


.93 


.37 


.82 


.91 


.42 


.77 


6 " 7 


1.17 


.27 


.88 


1.16 


.28 


.86 


1.13 


.30 


.84 


1.09 


.32 


.81 


1.09 


.39 


.78 


1 


8 "10 


1.53 


.20 


.86 


1.49 


.22 


.84 


1.46 


.24 


.82 


1.43 


.27 


.80 


1.43 


.32 


.78 


f 


% to 1 


1.00 


.41 


.77 


.97 


.44 


.73 


.95 


.51 


.68 


.91 


.56 


.62 


.92 


.65 


.56 


% to 1 in J 


3 " 4 


1.08 


.38 


.72 


1.05 


.40 


.70 


1.03 


.47 


.65 


1.00 


.53 


.59 


1.02 


.62 


.54 


6 " 7 


1.32 


.37 


.76 


1.27 


.40 


.70 


1.25 


.44 


.67 


1.20 


.50 


.60 


1.21 


.57 


.56 


1 


8 " 10 


1.73 


.33 


.72 


1.69 


.35 


.70 


1.66 


.39 


.66 


1.59 


.45 


.61 


1.54 


.50 


.55 


r 


1^ to 1 


.93 


.38 


.80 


.91 


.42 


.77 


.90 


.47 


.73 


.85 


.52 


.67 


.85 


.59 


.62 


h to IX in.... J 


3 " 4 


1.03 


.37 


.79 


1.01 


.40 


.76 


1.00 


.46 


.74 


.95 


.49 


.68 


.96 


.58 


.62 


6 " 7 


1.22 


.34 


.78 


1.21 


.38 


.75 


1.18 


.42 


.73 


1.17 


.47 


.69 


1.13 


.52 


.62 


I 


8 " 10 


1.62 


.29 


.77 


1.60 


.33 


.76 


1.54 


.36 


.71 


1.48 


.39 


.66 


1.46 


.45 


.63 


r 


% to 1 


.88 


.35 


.86 


.86 


.38 


.84 


.83 


.42 


.80 


.79 


.45 


.75 


.77 


.50 


.68 


%to2 in J 


3 " 4 


.98 


.33 


.85 


.97 


.37 


.85 


.95 


.41 


.81 


.91 


.44 


.75 


.90 


.49 


.73 


1 


6 '• 7 


1.16 


.31 


.84 


1.14 


.34 


.81 


1.11 


.36 


.79 


1.08 


.42 


.77 


1.07 


.48 


.71 


I 


8 " 10 


1.51 


.28 


.87 


1.50 


.29 


.82 


1.45 


.32 


.79 


1.40 


.35 


.75 


1.38 


.39 


.71 


^to \H in....[ 


% to 1 


.91 


.43 


.73 


.89 


.47 


.70 


.87 


.53 


.66 


.82 


.57 


.58 


.81 


.63 


.53 


3 " 4 


1.00 


.41 


.71 


1.00 


.47 


.71 


.97 


.52 


.66 


.93 


.55 


.60 


.91 


.62 


.54 




6 " 7 


1.20 


.37 


.71 


1.20 


.44 


.71 


1.15 


.48 


.66 


1.11 


.53 


.61 


1.08 


.56 


.54 


L 


8 " 10 


1.60 


.36 


.71 


1.57 


.39 


.70 


1.52 


.43 


.65 


1.44 


.47 


.60 


1.43 


.53 


.57 


% to 2 in I 


% to 1 


.85 


.40 


.78 


.85 


.45 


.77 


.80 


.47 


.71 


.76 


.52 


.65 


.74 


.57 


.59 


3 " 4 


.96 


.40 


.78 


.95 


.44 


.77 


.92 


.48 


.73 


.84 


.48 


.65 


.86 


.57 


.62 


i 


6-7 


1.14 


.35 


.76 


1.14 


.41 


.78 


1.08 


.43 


.72 


1.03 


.47 


.67 


1.04 


.54 


.63 


I 


8 " 10 


1.50 


.31 


.75 


1.46 


.35 


.73 


1.43 


.38 


.72 


1.37 


.43 


.69 


1.34 


.48 


.65 


^ to 3 in ■ 


V4 to 1 


.78 


.37 


.82 


.76 


.40 


.80 


.72 


.43 


.75 


.67 


.46 


.68 


65 


.50 


.63 


3 " 4 


.91 


.36 


.85 


.89 


.40 


.83 


.86 


.43 


.80 


.81 


.48 


.74 


.79 


.53 


.6!) 


I 


6 ' 7 


1.04 


.32 


.79 


1.04 


.37 


.80 


1.03 


.41 


.79 


.98 


.45 


.88 


.99 


.61 


.72 


8 '• 10 


1.43 


.30 


.80 


1.39 


.33 


.80 


1.35 


.36 


.78 


1.30 


.40 


.75 


1.25 


.44 


.70 



12 



Structural Materials Research Laboratory 



Proportions for 2000 lb. per sq. in. Concrete 

Based on 28-day compressive strength of 6x12 in. cylinders. 

Proportions are expressed by volume as follows: Portland Cement : Fine Aggregate : 
Coarse Aggregate. 

Thus 1:2.6:4.6 indicates 1 part by volume of portland cement, 2.6 parts by volume of 
fine aggregate and 4.6 parts by volume of coarse aggregate. 

For Summary of Precautions to be Observed in Using Tables see page 9. 



Size of Coarse 


Slump, 
in. 


Proportions Using Fine Aggregate 


of DifCerent 


Sizes 


Aggregate 


0-No. 30 


0-No. 16 


0-No. 8 


0-No. 4 


0-% in. 


None J 


% to 1 
3 " 4 
6 " 7 

8 " 10 


1:2.2 
1:1.9 
1:1.5 
1:1.0 


1:2.6 
1:2.2 
1:1.7 
1:1.1 


1:3.0 
1:2.6 
1:2.0 
1:1.3 


1:3.5 
1:3.0 
1:2.3 

1:1.6 


1:4.1 
1:3.5 




1:2.7 

1:1.8 


No. 4 to ^ in.. J 


% to 1 
3 " 4 
6 " 7 

8 " 10 


1:2.1:3.8 
1:1.7:3.3 
1:1.3:2.7 

1:0.8:1.9 


1:2.3:3.7 
1:1.9:3.2 
1:1.4:2.6 

1:0.9:1.9 


1:2.6:3.5 
1:2.2:3.1 
1:1.7:2.5 

1:1.0:1.8 


1:3.0:3.1 
1:2.6:2.8 
1:1.9:2.3 

1:1.2:1.7 


1:3.6:2.8 
1:3.0:2.4 
1:2.3:2.1 
1:1.5:1.6 


No. 4 to 1 in. .. J 


1/2 to 1 
3 " 4 
6 " 7 
8 " 10 


1:1.9:4.5 
1:1.6:3.9 
1:1.2:3.1 
1:0.7:2.2 


1:2.2:4.3 
1:1.8:3.8 
1:1.3:3.1 

1:0.8:2.2 


1:2.5:4.2 
1:2.1:3.7 
1:1.5:3.0 
1:1.0:2.3 


1:2.8:3.9 
1:2.4:3.5 
1:1.8:2.9 
1:1.1:2.1 


1:3.4:3.6 
1:2.8:3.2 
1:2.1:2.7 

1:1.3:2.0 


No. 4 to \y^ in.f 


% to 1 
3 " 4 
6 " 7 

8 " 10 


1:1.9:5.0 
1:1.6:4.4 
1:1.1:3.5 

1:0.7:2.5 


1:2.1:4.9 
1:1.7:4.3 
1:1.3:3.5 

1:0.8:2.5 


1:2.4:4.9 
1:2.0:4.2 
1:1.4:3.5 

1:0.9:2.5 


1:2.7:4.6 
1:2.4:4.0 
1:1.7:3.4 

1:1.0:2.4 


1:3.2:4.4 
1:2.7:3.8 
1:2.0:3.2 

1:1.2:2.3 


No. 4 to 2 in. .. J 


Vz to 1 
3 " 4 
6 " 7 

8 " 10 


1:1.7:5.8 
1:1.4:5.0 
1:1.0:4.1 

1:0.6:2.9 


1:1.9:5.7 
1:1.5:5.0 
1:1.1:4.1 

1:0.7:2.9 


1:2.1:5.8 
1:1.8:5.0 
1:1.2:4.1 

1:0.7:3.0 


1:2.4:5.6 
1:2.0:4.9 
1:1.4:4.1 

1:0.8:2.9 


1:2.8:5.5 
1:2.3:4.7 
1:1.7:3.9 

1:1.0:2.9 


% to 1 in f 


% to 1 
3 " 4 
6 •• 7 

8 " 10 


1:2.2:4.4 
1:1.9:3.8 
1:1.4:3.1 

1:0.9:2.2 


1:2.5:4.2 
1:2.1:3.7 
1:1.5:3.0 

1:1.0:2.2 


1:2.8:4.1 
1:2.4:3.6 
1:1.8:3.0 

1:1.1:2.2 


1:3.3:3.8 
1:2.8:3.4 
1:2.1:2.8 

1:1.3:2.0 


1:3.8:3.4 
1:3.2:3.1 
1:2.4:2.5 

1:1.5:1.9 


% to 13^ in.... J 


% to 1 
3 " 4 
6 " 7 

8 "10 


1:2.2:4.9 
1:1.9:4.3 
1:1.4:3.6 

1:0.9:2.5 


1:2.5:4.8 
1:2.1:4.2 
1:1.5:3.4 
1:1.0:2.5 


1:2.8:4.7 
1:2.4:4.1 
1:1.7:3.4 
1:1.1:2.4 


1:3.2:4.6 
1:2.7:4.0 
1:2.0:3.3 
1:1.3:2.4 


1:3.7:4.2 
1:3.1:3.7 
1:2.3:3.1 
1:1.5:2.3 


%to2 in J 


¥2 to 1 
3 " 4 
6 " 7 

8 " 10 


1:2.1:5.6 
1:1.7:4.8 
1:1.3:4.0 

1:0.8:2.9 


1:2.3:5.5 
1:2.0:4.8 
1:1.4:3.9 

1:0.9:2.9 


1:2.6:5.5 
1:2.2:4.8 
1:1.6:3.9 
1:1.0:2.9 


1:3.0:5.4 
1:2.5:4.7 
1:1.8:3.9 
1:1.2:2.9 


1:3.5:5.1 
1:2.9:4.4 
1:2.1:3.8 
1:1.3:2.8 


^to \% in....r 


% to 1 
3 " 4 
6 " 7 
8 "10 


1:2.6:4.5 
1:2.2:3.9 
1:1.6:3.2 
1:1.0:2.3 


1:2.9:4.5 
1:2.5:3.9 
1:1.8:3.2 
1:1.2:2.3 


1:3.3:4.4 
1:2.8:3.8 
1:2.1:3.1 

1:1.4:2.2 


1:3.8:4.2 
1:3.2:3.6 
1:2.4:3.0 

1:1.6:2.2 


1:4.3:3.9 
1:3.6:3.3 
1:2.7:2.8 
1:1.8:2.1 


^to2 in r 


% to 1 
3 " 4 
6 " 7 

8 " 10 


1:2.5:5.2 
1:2.1:4.5 
1:1.6:3.7 

1:1.0:2.6 


1:2.8:5.2 
1:2.4:4.5 
1:1.8:3.7 

1:1.1:2.7 


1:3.2:5.1 
1:2.7:4.4 
1:2.0:3.7 
1:1.3:2.6 


1:3.6:5.0 
1:3.1:4.3 
1:2.3:3.6 

1:1.5:2.7 


1:4.1:4.7 
1:3.5:4.0 
1:2.6:3.5 

1:1.7:2.6 


^ to 3 in ^ 


% to 1 
3 " 4 
6 ' 7 
8 " 10 


1:2.5:6.0 
1:2.1:5.1 
1:1.5:4.1 

1:1.0:2.9 


1:2.9:5.9 
1:2.4:5.2 
1:1.7:4.2 
1:1.1:3.0 


1:3.2:5.9 
1:2.7:5.2 
1:2.0:4.2 
1:1.3:3.0 


1:3.6:5.8 
1:3.1:5.1 
1:2.3:4.2 
1:1.5:3.0 


1:4.1:5.6 
1:3.5:4.9 
1:2.5:4.0 
1:1.7:3.0 



Quantities of Materials for Concrete 



13 



Quantities of Materials for 1 cu. yd. of 2000 lb. per sq. in. Concrete 

The volume of cement is expressed in barrels and of aggregates In cubic yards. 
F = fine aggregate; C = coarse aggregate. 

Quantities are net, no allowance being made for waste; for average conditions, the 
following: additions are suggested: Cement, 2%; fine aggregate, 10%; coarse aggregate, 5%. 

For Summary of Precautions to be Observed in Using Tables see page 9. 





S 


ump, 
in. 




Quantities of Materials Using I'iue 


Aggregate of Dill'ereut Sizes 




Size of 
Coarse 


0-No. 30 


0-No. 16 


0-No. 8 


0-No. 4 


0-% in. 


Aggregate 




Agg 


re- 




Agg 


.e- 




Aggre- 




Aggre- 




Aggre- 








Oe- 


ga 


e 


Ce- 


gaie 


Oe- 


gate 


Ce- 


gate 


Ce- 


gate 








meat 


F. 


C. 


ment 


F. 


C. 


luent 


F. 


0. 


ment 


F. 


_i 


ment 


F. 


0. 




Vi 


to 1 


2.31 


.75 




2.12 


.82 




1.92 


.85 




1.65 


.85 




1.42 


.86 




None 


3 
6 


" 4 
" 7 


2.55 
2.94 


.72 
.65 




2.39 
2.83 


.78 
.71 




2.12 
2.52 


.82 
.75 




1.85 
2.24 


.82 
.76 




1.71 
2.06 


.89 
.83 










8 


"10 


3.60 


.53 




3.54 


.58 




3.25 


.62 




2.80 


.66 




2.62 


.70 






% 


to 1 


1.27 


.40 


.71 


1.24 


.42 


.68 


1.19 


.46 


.62 


1.17 


.52 


.54 


1.17 


.62 


.48 


No. 4 to % in.. 


3 


" 4 


1.43 


.36 


.70 


1.40 


.39 


.66 


1.36 


.44 


.62 


1.34 


.51 


.56 


1.32 


.59 


.47 




6 


.. 7 


1.71 


.33 


.68 


1.70 


.35 


.66 


1.66 


.42 


.61 


1.60 


.45 


.54 


1.59 


.54 


.60 




8 


•• 10 


2.25 


.27 


.63 


2.23 


.30 


.63 


2.20 


.33 


.59 


2.13 


.38 


.54 


2.10 


.47 


.50 


f 


% 


to 1 


1.19 


.33 


.79 


1.17 


.38 


.74 


1.13 


.42 


.70 


1.10 


.46 


.64 


1.09 


.55 


.58 


No. 4 to I in... J 


3 


" 4 


1.36 


.32 


.78 


1.32 


.35 


.74 


1.26 


.39 


.69 


1.24 


.44 


.64 


1.24 


.51 


.59 


i 


6 


.. 7 


1.65 


.29 


.76 


1.62 


.31 


.74 


1.56 


.35 


.69 


1.52 


.40 


.65 


1.51 


.47 


.60 


I 


8 


" 10 


2.15 


.22 


.70 


2.13 


.25 


.69 


2.07 


.31 


.70 


2.01 


.33 


.63 


1.98 


.38 


.59 


r 


% to 1 


1.10 


.31 


.81 


1.09 


.34 


.79 


1.07 


.38 


.78 


1.05 


.42 


.71 


1.04 


.49 


.68 


No. 4 to 1 34 in. J 


3 


" 4 


1.26 


.30 


.82 


1.25 


.31 


.79 


1.20 


.35 


.74 


1.17 


.42 


.69 


1.16 


.46 


.65 




6 


" 7 


1.54 


.25 


.80 


1.52 


.29 


.79 


1.47 


.30 


.76 


1.44 


.36 


.72 


1.43 


.42 


.68 


1 


8 


" 10 


2.04 


.21 


.75 


2.00 


.24 


.74 


1.94 


.26 


.72 


1.88 


.28 


.67 


1.88 


.83 


.64 


r 


% 


to 1 


1.04 


.26 


.89 


1.05 


.29 


.88 


1.04 


.32 


.89 


1.00 


.35 


.83 


.98 


.41 


.80 


No. 4 to 2 in... J 


3 


" 4 


1.20 


.25 


.89 


1.19 


.26 


.88 


1.16 


.31 


.86 


1.11 


.38 


.80 


1.12 


.38 


.78 




6 


" 7 


1.47 


.22 


.89 


1.45 


.24 


.88 


1.38 


.25 


.84 


1.35 


.28 


.82 


1.36 


.34 


.79 


1 


8 


"10 


1.92 


.17 


.82 


1.89 


.20 


.81 


1.85 


.19 


.82 


1.81 


.21 


.78 


1.80 


.27 


.77 


r 


% 


to 1 


1.17 


.38 


.76 


1.16 


.43 


.72 


1.12 


.46 


.68 


1.10 


.54 


.62 


1.10 


.62 


.55 


H to I in , 


3 


" 4 


1.34 


.38 


.75 


1.33 


.41 


.73 


1.29 


.46 


.69 


1.23 


.51 


.62 


1.23 


.58 


.56 


6 


" 7 


1.67 


.35 


.77 


1.63 


.36 


.72 


1.57 


.42 


.70 


1.51 


.47 


.63 


1.53 


.54 


.67 


I 


8 


"10 


2.16 


.29 


.70 


2.12 


.31 


.69 


2.06 


.34 


.67 


2.01 


.39 


.60 


1.93 


.43 


.54 


r 


% 


to 1 


1.10 


.36 


.80 


1.07 


.40 


.76 


1.05 


.43 


.73 


1.02 


.48 


.69 


1.03 


.56 


.64 


Kto 13^ in..... 


3 


" 4 


1.25 


.35 


.79 


1.24 


.39 


.77 


1.21 


.43 


.73 


1.16 


.46 


.69 


1.15 


.53 


.63 


6 


" 7 


1.54 


.32 


.80 


1.52 


.34 


.77 


1.47 


.37 


.74 


1.42 


.42 


.69 


1.41 


.48 


.65 


1 


8 


" 10 


2.05 


.27 


.76 


2.00 


.29 


.74 


1.93 


.31 


.70 


1.89 


.36 


.67 


1.83 


.41 


.62 


,. . . r 


% 


to 1 


1.05 


.33 


.85 


1.03 


.35 


.84 


1.01 


.89 


.82 


.98 


.43 


.78 


.97 


.50 


.73 


>gto2 in J 


3 


" 4 


1.19 


.30 


.85 


1.18 


.35 


.84 


1.14 


.37 


.81 


1.10 


.41 


.76 


1.09 


.47 


.71 


i 


6 


" 7 


1.46 


.28 


.86 


1.45 


.30 


.84 


1.40 


.33 


.81 


1.33 


.35 


.77 


1.31 


.41 


.74 


I 


8 


"10 


1.91 


.23 


.82 


1.88 


.25 


.81 


1.83 


.27 


.79 


1.80 


.32 


.77 


1.74 


.34 


.72 


(■ 


% 


to 1 


1.07 


.41 


.71 


1.06 


.45 


.71 


1.02 


.50 


.66 


.98 


.55 


.61 


.98 


.62 


.57 


%io ]}4 in..... 


3 




1.23 


.40 


.71 


1.23 


.45 


.71 


1.19 


.49 


.67 


1.12 


.53 


.60 


1.10 


.59 


.54 




6 


.. 7 


1.51 


.36 


.72 


1.49 


.40 


.71 


1.45 


.45 


.67 


1.36 


.48 


.60 


1.36 


.54 


.66 


^ 


8 


"10 


2.01 


.30 


.69 


1.97 


.35 


.67 


1.91 


.40 


.62 


1.81 


.43 


.59 


1.79 


.48 


.56 


^ lo2 in ^ 


% to 1 


1.02 


.38 


.79 


1.02 


.42 


.78 


.99 


.47 


.75 


.94 


.50 


.70 


.93 


.56 


.65 


3 


" 4 


1.17 


.36 


.78 


1.16 


.41 


.77 


1.11 


.44 


.72 


1.05 


.48 


.67 


1.04 


.54 


.61 


* 


6 


" 7 


1.44 


.34 


.79 


1.41 


.38 


.77 


1.37 


.41 


.75 


1.31 


.45 


.70 


1.26 


.48 


.65 


. 


8 


" 10 


1.88 


.28 


.72 


1.85 


.30 


.74 


1.82 


.35 


.70 


1.74 


.39 


.69 


1.70 


.43 


.65 


(■ 


'A 


to 1 


.96 


.36 


.85 


.95 


.41 


.83 


.92 


.44 


.80 


.88 


.47 


.75 


.86 


.52 


.71 


^ to3 in 


3 


" 4 


1.08 


.34 


.81 


1.08 


.38 


.83 


1.05 


.42 


.81 


1.00 


.46 


.76 


.98 


.51 


.71 




6 


" 7 


1.36 


.30 


.83 


1.30 


.33 


.81 


1.28 


.38 


.80 


1.23 


.42 


.77 


1.20 


.44 


.71 


^ 


8 


" 10 


1.81 


.27 


.78 


1.76 


.29 


.78 


1.72 


.33 


.76 


1.65 


.37 


.73 


1.60 


.40 


.71 



14 



Structural Materials Research Laboratory 



Proportions for 2500 lb. per sq. in. Concrete 

Based on 28-day compressive strength of 6x12 in. cylinders. 

Proportions are expressed by volume as follows: Portland Cement : Fine Aggregate : 
Coarse Aggregate. 

Thus 1:2.6:4.6 Indicates 1 part by volume of Portland cement, 2.6 parts by volume of 
fine aggregate and 4.6 parts by volume of coarse aggregate. 

For Summary of Precautions to be Observed in Using Tables see page 9. 



Size of Coarse 


Slump, 
in. 


Proportions Using Fine Aggregate 


of Different 


Sizes 


Aggregate 


0-No. 30 


0-No. 16 


0-No. 8 


0-No. 4 


0-% in. 




% to 1 
3 " 4 
6 " 7 

8 "10 


1:1.8 
1:1.5 
1:1.1 

1:0.7 


1:2.1 
1:1.8 
1:1.3 

1:0.8 


1:2.4 
1:2.1 
1:1.6 

1:0.9 


1:2.9 
1:2.4 
1:1.8 
1:1.1 


1:3.3 
1:2.8 




1:2.1 

1:1.3 


No. 4 to % in.. J 


1/^ to 1 
3 " 4 
6 " 7 
8 " 10 


1:1.6:3.2 
1:1.3:2.8 
1:1.0:2.2 

1:0.5:1.4 


1:1.8:3.1 
1:1.5:2.7 
1:1.1:2.2 

1:0.6:1.4 


1:2.1:3.0 
1:1.7:2.6 
1:1.3:2.1 

1:0.7:1.4 


1:2.4:2.7 
1:2.0:2.4 
1:1.5:2.0 
1:0.8:1.4 


1:2.8:2.4 
1:2.4:2.2 
1:1.8:1.8 
1:1.0:1.3 


No. 4 to 1 in... J 


1/2 to 1 
3 " 4 
6 " 7 
8 " 10 


1:1.5:3.7 
1:1.2:3.3 
1:0.9:2.6 

1:0.5:1.7 


1:1.7:3.7 
1:1.4:3.2 
1:1.0:2.5 

1:0.6:1.7 


1:2.0:3.5 
1:1.6:3.1 
1:1.1:2.5 

1:0.6:1.7 


1:2.2:3.4 
1:1.9:3.0 
1:1.3:2.4 

1:0.7:1.6 


1:2.7:3.1 
1:2.2:2.7 
1:1.6:2.3 
1:0.9:1.5 


No. 4 to ]}4 in. J 


% to 1 
3 " 4 
6 " 7 
8 " 10 


1:1.4:4.2 
1:1.2:3.7 
1:0.9:2.9 
1:0.5:1.9 


1:1.6:4.1 
1:1.3:3.6 
1:0.9:2.8 

1:0.5:1.9 


1:1.9:4.1 
1:1.5:3.6 
1:1.1:2.8 

1:0.6:1.9 


1:2.2:4.0 
1:1.8:3.5 
1:1.3:2.8 

1:0.7:1.8 


1:2.5:3.8 
1:2.1:3.3 
1:1.5:2.6 

1:0.8:1.8 


No. 4 to 2 in. .. J 


"^ to 1 
3 •• 4 
6 •• 7 
8 "10 


1:1.3:4.9 
1:1.1:4.3 
1:0.7:3.3 
1:0.4:2.2 


1:1.4:4.8 
1:1.2:4.2 
1:0.8:3.3 
1:0.4:2.2 


1:1.6:4.9 
1:1.3:4.3 
1:0.9:3.4 
1:0.5:2.2 


1:1.9:4.8 
1:1.6:4.2 
1:1.1:3.3 
1:0.6:2.2 


1:2.2:4.7 
1:1.8:4.1 
1:1.2:3.3 

1:0.6:2.2 


X to 1 in ..J 


V2 to 1 
3 " 4 
6 " 7 
8 " 10 


1:1.8:3.7 
1:1.4:3.2 
1:1.0:2.5 

1:0.6:1.6 


1:2.0:3.6 
1:1.6:3.1 
1:1.2:2.5 

1:0.7:1.6 


1:2.3:3.5 
1:1.9:2.9 
1:1.3:2.4 

1:0.8:1.6 


1:2.6:3.3 
1:2.2:2.9 
1:1.6:2.3 

1:0.9:1.6 


1:3.0:2.9 
1:2.5:2.6 
1:1.8:2.2 

1:1.0:1.6 


% to \}4 in J 


V^ to 1 
3 " 4 
6 " 7 
8 " 10 


1:1.7:4.1 
1:1.5:3.6 
1:1.0:2.9 

1:0.6:1.9 


1:1.9:4.1 
1:1.6:3.6 
1:1.2:2.8 

1:0.6:1.9 


1:2.2:4.0 
1:1.8:3.5 
1:1.3:2.8 

1:0.8:1.8 


1:2.5:3.9 
1:2.1:3.4 
1:1.5:2.7 

1:0.9:1.8 


1:2.9:3.6 
1:2.3:3.2 
1:1.8:2.6 

1:1.0:1.8 


^to 2 in f 


% to 1 . 
3 " 4 
6 •• 7 

8 " 10 


1:1.7:4.7 
1:1.4:4.1 
1:1.0:3.2 

1:0.5:2.1 


1:1.8:4.7 
1:1.5:4.1 
1:1.1:3.2 

1:0.6:2.1 


1:2.1:4.7 
1:1.7:4.1 
1:1.2:3.2 

1:0.7:2.2 


1:2.4:4.6 
1:2.0:4.0 
1:1.4:3.2 

1:0.8:2.2 


1:2.7:4.4 
1:2.3:3.9 
1:1.6:3.1 

1:0.9:2.1 


^ to ]}i in.... J 


% to 1 
3 " 4 
6 " 7 

8 " 10 


1:2.0:3.8 
1:1.7:3.3 
1:1.2:2.6 

1:0.7:1.7 


1:2.3:3.8 
1:2.0:3.3 
1:1.4:2.6 

1:0.8:1.7 


1:2.6:3.7 
1:2.2:3.2 
1:1.6:2.6 

1:0.9:1.7 


1:3.0:3.6 
1:2.5:3.2 
1:1.9:2.5 

1:1.1:1.7 


1:3.4:3.3 
1:2.9:2.9 
1:2.1:2.3 

1:1.2:1.6 


^ to2 in r 


% to 1 
3 " 4 
6 " 7 
8 "10 


1:2.0:4.4 
1:1.7:3.8 
1:1.2:3.0 

1:0.7:2.0 


1:2.2:4.4 
1:1.9:3.8 
1:1.4:3.0 

1:0.8:2.0 


1:2.5:4.3 
1:2.1:3.8 
1:1.5:3.0 

1:0.9:2.0 


1:2.9:4.3 
1:2.5:3.7 
1:1.8:3.0 

1:1.0:2.0 


1:3.3:4.1 
1:2.8:3.6 
1:2.0:2.8 

1:1.2:2.0 


K to3 in / 


% to 1 
3 " 4 
6 ' 7 

8 " 10 


1:2.0:5.0 
1:1.7:4.3 
1:1.2:3.3 

1:0.7:2.2 


1:2.2:5.0 
1:1.9:4.3 
1:1.4:3.4 
1:0.8:2.2 


1:2.5:5.0 
1:2.1:4.3 
1:1.5:3.4 

1:0.9:2.2 


>:2.7:5.0 
1:2.4:4.3 
1:1.8:3.4 

1:1.0:2.3 


1:3.2:4.7 
1:2.7:4.1 
1:2.0:3.3 

1:1.2:2.3 



Quantities of Matkrials for Concrktk 



15 



Quantities of Materials for I cu. yd. of 2500 lb. per sq. in. Concrete 

The volume of cement is expressed in barrels and of aggregates in cubic yards. 
F = fine aggregate; C = coarse aggregate. 

Quantities are net, no allowance being: made for waste; for average conditions, the 
following^ additions are suggested: Cement, 2%; fine aggregate, 10%; coarse aggregate, 5%. 

For Summary of Precautions to be Observed in Using Tables see page 9. 





Slump, 
in. 


Quantities of Materials Using Fine Aggregate of Different Sizes 


Size of 
Coarse 


0-N"o. 30 


0-No. 16 


0-No. 8 


O-No. 4 


0-% in. 


Aggregate 




Aggre- 




Aggre- 




Agg 


re- 




Agg 


re- 




Aggre- 








Ce- 


gate 


Ce- 


gate 


Ce- 


gate 


Ce- 


gate 


Ce- 


gate 








ment 


F. 


C. 


ment 


F. 


G. 


ment 


F. 


C. 


ment 


F. 


^- 


ment 


F 


C. 


f 


Mi 


to 1 


2.71 


.72 




2.53 


.79 




2.30 


.82 




1.94 


.83 




1.83 


.89 




None J 


3 
6 




3.01 
3.60 


.67 
.59 




2.78 
3.38 


.74 
.65 




2.50 
2.97 


.78 
.70 




2.20 
2.71 


.78 

.72 




2.05 
2.45 


.85 
.76 








. 


8 


" 10 


4.24 


.44 




4.11 


.49 




3.91 


.52 




3.46 


.56 




3.16 


.61 




r 


Vz 


to 1 


1.49 


.35 


.70 


1.46 


.39 


.67 


1.42 


.44 


.63 


1.39 


.49 


.55 


1.39 


.60 


.49 


No. 4 to % in.. J 


3 




1.68 


.32 


.70 


1.67 


.37 


.67 


1.63 


.41 


.63 


1.57 


.46 


.56 


1.54 


.55 


.50 




6 




2.06 


.30 


.67 


2.03 


.33 


.66 


1.98 


.38 


.62 


1.89 


.42 


.56 1.89 


.50 


.60 


. 


8 


" 10 


2.83 


.21 


.59 


2.78 


.25 


.58 


2.71 


.28 


.56 


2.64 


.31 


.55 


2.58 


.38 


.50 


r 


% 


to 1 


1.42 


.32 


.78 


1.39 


.35 


.76 


1.35 


.40 


.70 


1.30 


.42 


.65 


1.29 


.51 


.59 


No. 4 to 1 in. . . J 


3 




1.61 


.29 


.79 


1.56 


.32 


.74 


1.51 


.36 


.69 


1.48 


.41 


.65 


1.47 


.48 


.59 




6 




1.95 


.26 


.75 


1.90 


.28 


.70 


1.87 


.30 


.69 


1.82 


.35 


.65 


1.81 


.43 


.62 


, 


8 


" 10 


2.68 


.19 


.65 


2.64 


.23 


.66 


2.54 


.23 


.64 


2.50 


.26 


.59 


2.58 


.33 


.55 


r 


Vz 


to 1 


1.34- 


.27 


.83 


1.32 


.31 


.80 


1.25 


.35 


.76 


1.23 


.40 


.73 


1.23 


.45 


.69 


No. 4 to 134 in.] 


3 




1.50 


.27 


.82 


1.48 


.28 


.79 


1.43 


.32 


.76 


1.39 


.37 


.72 


1.39 


.43 


.68 


1 


6 




1.83 


.24 


.79 


1.83 


.24 


.76 


1.78 


.29 


.74 


1.73 


.33 


.72 


1.72 


.38 


.66 


I 


8 


" 10 


2.50 


.19 


.70 


2.49 


.18 


.70 


2.42 


.21 


.68 


2.40 


.25 


.64 


2.39 


.28 


.64 


r 


Vi 


to 1 


1.25 


.24 


.91 


1.24 


.26 


.88 


1.21 


.29 


.88 


1.17 


.33 


.83 


1.13 


.37 


.79 


No. 4 to 2 in. .. J 


3 




1.44 


.23 


.92 


1.41 


.25 


.88 


1.36 


.26 


.87 


1.31 


.31 


.81 


1.32 


.35 


.80 




6 




1.77 


.18 


.87 


1.75 


.21 


.86 


1.70 


.23 


.86 


1.65 


.27 


,81 


1.63 


.29 


.80 


^ 


8 


" 10 


2.43 


.14 


.79 


2.42 


.14 


.79 


2.38 


.18 


.78 


2.32 


.21 


.75 


2.31 


.20 


.75 


r 


% 


to 1 


1.41 


.38 


.77 


1.39 


.41 


.74 


1.34 


.46 


.69 


1.29 


.50 


.63 


1.29 


.57 


.55 


% to 1 in J 


3 




1.61 


.33 


.76 


1.57 


.37 


.72 


1.51 


.42 


.65 


1.47 


.48 


.63 


1.45 


.54 


.56 


1 


6 




1.97 


.29 


.73 


1.91 


.34 


.71 


1.87 


.36 


.66 


1.83 


.43 


.62 


1.78 


.47 


.58 


I 


8 


" 10 


2.64 


.23 


.62 


2.62 


.27 


.62 


2.56 


.30 


.61 


2.47 


.33 


.58 


2.42 


.36 


.54 


r 


% 


to 1 


1.32 


.33 


.80 


1.30 


.37 


.79 


1.27 


.41 


.75 


1.22 


.45 


.70 


1.21 


.52 


.64 


%, to \yi in.... 1 


3 




1.49 


.33 


.79 


1.48 


.35 


.79 


1.43 


.38 


.74 


1.38 


.43 


.69 


1.37 


.47 


.65 




6 




1.86 


.28 


.80 


1.83 


.33 


.76 


1.77 


.34 


.74 


1.73 


.38 


.69 


1.68 


.45 


.65 


1 


8 


" 10 


2.49 


.22 


.70 


2.46 


.22 


.69 


2.41 


.29 


.64 


2.38 


.32 


.63 


2.32 


.34 


.62 


,. o • r 


y. 


to 1 


1.24 


.31 


.86 


1.23 


.33 


.85 


1.09 


.34 


.76 


1.15 


.41 


.78 


1.12 


.45 


.73 


>gto 2 m J 


3 




1.41 


.29 


.85 


1.40 


.31 


.85 


1.35 


.34 


.82 


1.29 


.38 


.76 


1.28 


.44 


.74 


i 


6 




1.77 


.26 


.84 


1.74 


.28 


.82 


1.68 


.30 


.80 


1.62 


.34 


.77 


1.58 


.38 


.73 


I 


8 


" 10 


2.41 


.18 


.75 


2.37 


.21 


.74 


2.32 


.24 


.76 


2.30 


.27 


.75 


2.22 


.30 


.69 


^to IK in.... j 


% 


to 1 


1.30 


.38 


.73 


1.29 


.44 


.72 


1.21 


.47 


.66 


1.18 


.52 


.63 


1.16 


.58 


.57 


3 




1.47 


.37 


.72 


1.45 


.43 


.71 


1.40 


.46 


.66 


1.35 


.50 


.64 


1.32 


.57 


.57 




6 




1.80 


.32 


.69 


1.80 


.37 


.69 


1.75 


.42 


.67 


1.67 


.47 


.62 


1.64 


.51 


.56 


^ 


8 


"10 


2.48 


.26 


.63 


2.45 


.29 


.62 


2.40 


.32 


.60 


2.31 


.38 


.58 


2.27 


.40 


.54 


^ to 2 in J 


Vi 


to 1 


1.22 


.36 


.79 


1.22 


.40 


.79 


1.18 


.44 


.75 


1.10 


.47 


.70 


1.07 


.52 


.65 


3 




1.41 


.35 


.79 


1.38 


.39 


.77 


1.33 


.41 


.75 


1.27 


.47 


.611 


1.23 


.51 


.65 


"S 


6 




1.74 


.31 


.77 


1.70 


.35 


.76 


1.66 


.37 


.74 


1.58 


.42 


.70 


1.53 


.45 


.64 


^ 


8 


" 10 


2.40 


.25 


.71 


2.36 


.28 


.70 


2.29 


.31 


.68 


2.22 


.33 


.60 


2.17 


.38 


.64 


^ to3 in f 


% 


to 1 


1.15 


.34 


.85 


1.13 


.37 


.84 


1.10 


.41 


.81 


1.05 


.42 


.78 


1.02 


.48 


.71 


3 




1.33 


.33 


.84 


1.30 


.37 


.83 


1.25 


.39 


.79 


1.21 


.43 


.77 


1.18 


.47 


.72 


i 


6 




1.67 


.30 


.82 


1.59 


.33 


.80 


1.55 


.34 


.78 


1.49 


.40 


.75 


1.45 


.43 


.71 


I 


8 


" 10 


2.32 


.24 


.75 


2.27 


.27 


.74 


2.20 


.29 


.72 


2.13 


.32 


.73 


2.12 


.38 


.72 



16 



Structural Materials Research Laboratory 



Proportions for 3000 lb. per sq. in. Concrete 

Based on 28-day compressive strength of 6x12 in. cylinders. 

Proportions are expressed by volume as follows: Portland Cement : Pine Aggrregate : 
Coarse Aggregate. 

Thus 1:2.6:4.6 Indicates 1 part by volume of Portland cement, 2.6 parts by volume of 
fine aggregate and 4.6 parts by volume of coarse aggregate. 

For Summary of Precautions to be Observed in Using Tables see page 9. 



Size of Coarse 


Slump, 

in. 


Proportions Using Fine Aggregate 


of Different 


Sizes 


Aggregate 


0-No. 30 


0-No. 16 


0-No. 8 


0-No. 4 


0-% In. 


None J 


% to 1 
3 " 4 
6 •• 7 

8 "10 


1:1.5 
1:1.2 
1:0.9 

1:0.5 


1:1.7 
1:1.4 
1:1.0 

1:0.6 


1:2.0 
1:1.7 
1:1.2 

1:0.7 


1:2.3 
1:1.9 
1:1.4 

1:0.8 


1:2.7 
1:2.3 




1:1.6 

1:0.9 


No. 4 to % in.. J 


% to 1 
3 " 4 
6 •• 7 

8 " 10 


1:1.3:2.7 
1:1.0:2.3 
1:0.7:1.7 

1:0.3:1.0 


1:1.5:2.6 
1:1.2:2.2 
1:0.8:1.7 

1:0.4:1.0 


1:1.7:2.5 
1:1.4:2.2 
1:0.9:1.7 

1:0.5:1.0 


1:1.9:2.4 
1:1.6:2.0 
1:1.1:1.6 

1:0.5:1.0 


1:2.3:2.1 
1:1.9:1.8 
1:1.3:1.4 

1:0.6:0.9 


No. 4 to 1 in. .. J 


% to 1 
3 " 4 
6 •• 7 

8 "10 


1:1.2:3.1 
1:0.9:2 7 
1:0.6:2.0 

1:0.3:1.2 


1:1.3:3.1 
1:1.1:2.6 
1:0.7:2.0 ~ 

1:0.3:1.2 


1:1.5:3.0 
1:1.2:2.6 
1:0.8:2.0 

1:0.4:1.2 


1:1.8:2.9 
1:1.4:2.5 
1:0.9:1.9 

1:0.5:1.2 


1:2.1:2.7 
1:1.7:2.3 
1:1.1:1.8 

1:0.6:1.2 


No. 4 to 13^ in.) 


% to 1 
3 " 4 
6 •• 7 

8 " 10 


1:1.1:3.6 
1:0.9:3.0 
1:0.6:2.2 
1:0.3:1.4 


1:1.2:3.5 
1:1.0:2.9 
1:0.7:2.2 

1:0.3:1.3 


1:1.5:3.5 
1:1.2:2.9 
1:0.8:2.2 
1:0.4:1.4 


1:1.7:3.4 
1:1.4:2.9 
1:0.9:2.2 

1:0.5:1.4 


1:2.0:3.2 
1:1.6:2.7 
1:1.1:2.1 

1:0.5:1.3 


No. 4 to 2 in. .. 1 


% to 1 
3 " 4 
6 •• 7 

8 " 10 


1:1.0:4.1 
1:0.8:3.4 
1:0.5:2.6 

1:0.2:1.6 


1:1.1:4.1 
1:0.9:3.4 
1:0.6:2.6 

1:0.3:1.6 


1:1.2:4.1 
1:1.0:3.5 
1:0.6:2.7 

1:0.3:1.7 


1:1.4:4.1 
1:1.1:3.4 
1:0.7:2.6 

1:0.4:1.7 


1:1.6:4.0 
1:1.3:3.4 
1:0.9:2.6 
1:0.4:1.7 


% to 1 in J 


% to 1 
3 " 4 
6 " 7 

8 " 10 


1:1.4:3.1 
1:1.1:2.6 
1:0.8:2.0 

1:0.4:1.2 


1:1.5:3.0 
1:1.3:2.6 
1:0.8:2.0 

1:0.4:1.2 


1:1.8:2.9 
1:1.5:2.5 
1:1.0:1.9 

1:0.5:1.2 


1:2.1:2.8 
1:1.7:2.4 
1:1.1:1.9 

1:0.6:1.2 


1:2.4:2.6 
1:2.0:2.2 
1:1.3:1.8 

1:0.7:1.1 


X to \}i in.... 1 


y2 to 1 

3 " 4 
6 " 7 

8 "10 


1:1.4:3.5 
1:1.1:3.0 
1:0.8:2.2 

1:0.4:1.4 


1:1.5:3.4 
1:1.2:2.9 
1:0.8:2.2 
1:0.4:1.4 


1:1.7:3.4 
1:1.4:2.9 
1:1.0:2.2 

1:0.5:1.4 


1:2.0:3.3 
1:1.6:2.8 
1:1.1:2.1 

1:0.6:1.3 


1:2.3:3.1 
1:1.9:2.6 
1:1.3:2.0 

1:0.7:1.3 


%to2 in 1 


% to 1 
3 " 4 
6 " 7 

8 " 10 


1:1.3:4.0 
1:1.0:3.4 
1:0.7:2.6 

1:0.4:1.6 


1:1.4:4.0 
1:1.2:3.4 
1:0.8:2.5 

1:0.4:1.6 


1:1.6:4.0 
1:1.3:3.3 
1:0.9:2.6 

1:0.5:1.6 


1:1.9:3.9 
1:1.5:3.3 
1:1.0:2.6 

1:0.5:1.6 


1:2.1:3.8 
1:1.7:3.2 
1:1.1:2.5 

1:0.6:1.6 


^to \}4 in.... ' 


Va to 1 
3 " 4 
6*7 

8 "10 


1:1.6:3.2 
1:1.3:2.7 
1:0.9:2.0 

1:0.5:1.2 


1:1.8:3.2 
1:1.5:2.7 
1:1.0:2.1 

1:0.5:1.3 


1:2.1:3.2 
1:1.7:2.7 
1:1.2:2.0 

1:0.6:1.3 


1:2.4:3.1 
1:2.0:2.6 
1:1.4:2.0 

1:0.7:1.3 


1:2.7:2.9 
1:2.3:2.5 
1:1.5:1.8 

1:0.8:1.2 


K to2 in ' 


% to 1 
3 " 4 
6 " 7 

8 " 10 


1:1.6:3.7 
1:1.3:3.1 
1:0.9:2.4 

1:0.5:1.5 


1:1.8:3.7 
1:1.5:3.1 
1:1.1:2.4 

1:0.5:1.5 


1:2.0:3.7 
1:1.6:3.1 
1:1.1:2.4 

1:0.6:1.5 


1:2.4:3.6 
1:1.9:3.1 
1:1.3:2.4 

1:0.7:1.5 


1:2.6:3.5 
1:2.2:3.0 
1:1.5:2.3 

1:0.8:1.5 


^ to3 in 1 


Vz to 1 
3 " 4 
6 " 7 

8 " 10 


1:1.6:4.2 
1:1.3:3.5 
1:0.9:2.6 

1:0.5:1.6 


1:1.8:4.2 
1:1.5:3.6 
1:1.0:2.6 

1:0.5:1.6 


1:2.0:4.2 
1:1.6:3.6 
1:1.1:2.6 

1:0.6:1.7 


1:2.3:4.1 
1:1.9:3.6 
1:1.3:2.6 

1:0.7:1.7 


1:2.6:4.0 
1:2.1:3.5 
1:1.4:2.6 

1:0.8:1.7 



Quantities of Materials for Concrete 



17 



Quantities of Materials for I cu. yd. of 3000 lb. per sq. in. Concrete 



The volume of cement is expressed in barrels and of ag^pregates 
F = fine aggregate; C = coarse aggregate. 



cubic yards. 



Quantities are net, no allowance being made for waste; for average conditions, the 
following additions are suggested: Cement, 2%; fine aggregate, 10%; coarse aggregate, &%. 

For Summary of Precautions to be Observed in Usins Tables see page 9. 





Slump, 
in. 




Quantities of Matei 


ials U.sing 


Fine 


Aggregate of Different Sizes 




Size of 
Coarse 


0-> 


o. 30 


0-> 


o. 16 


0-No. 8 




0-No. 4 


0-% 


in. 




Aggregate 




Aggre- 




Agp re- 




Aggre- 




Aggre- 




Aggre- 








Ce- 


gate 


Ce- 


gal 


e 


Ce- 


gate 


Ce- 


gate 


Ce- 


gate 








ment 


F. 


C. [ 


ment 


F. 


C. 


luent 


F. 


_J 


ment 


F. 


_i 


ment 


F. 


C. 


r 


^ 


to 1 


3.08 


.68 




2.96 


.74 


, 2.65 


.78 




2.34 


.80 




2.14 


.86 




None J 


3 




3.61 


.64 




3.31 


.69 


- 2.93 
1 3.57 


.74 




2.66 


.75 




2.37 


.81 






6 


" 7 


3.99 


.53 




3.79 


.56 


.63 




3.18 


.66 




2.93 


.69 




I 


8 


'• 10 


4.77 


.35 




4.63 


.41 


4.34 


.45 




3.93 


.47 




3.79 


.50 




r 


% 


to 1 


1.75 


.34 


.70 


1.73 


.38 


.66 1.69 


.42 


.63 


1.63 


.46 


.58 


1.59 


.54 


.49 


No. 4 to H in.. J 


3 




2.00 


.30 


.68 


1.97 


.35 


.64 1.93 


.40 


.63 


1.86 


.44 


.55 


J. 86 


.52 


.49 


6 




2.48 


.26 


.62 


2.46 


.29 


.62 2.38 


.32 


.60 


2.37 


.39 


.56 


e.35 


.45 


.49 


I 


8 


'■ 10 


3.46 


.15 


.51 


3.44 


.20 


.51 3.38 


.25 


.50 


3.34 


.25 


.49 


3.31 


.29 


.44 


r 


V^ 


to 1 


1.68 


.30 


.77 


1.65 


.32 


.76 


1.60 


.36 


.71 


1.55 


.41 


.66 


1.53 


.47 


.61 


No. 4 to 1 in. .. J 


3 




1.88 


.25 


.75 


1.86 


.30 


.72 


1.83 


.32 


.70 


1.78 


.37 


.66 


1.76 


.44 


.60 


6 


" 7 


2.39 


.21 


.71 


2.38 


.25 


.70 


2.32 


.27 


.69 


2.27 


30 


.64 


2.26 


.37 


.60 


I 


8 


" 10 


3.32 


.15 


.59 


3.30 


.15 


.59 


3.25 


.19 


.58 


3.21 


24 


.57 


3.18 


.28 


.56 


r 


% 


to 1 


1.58 


.23 


.84 


1.55 


.28 


.80 1.50 


.33 


.78 


1.46 


.37 


.73 


1.46 


.43 


.69 


No. 4 to 1 ^2 in- i 


3 


" 4 


1.80 


.24 


.80 


1.78 


.26 


.76 ; 1.73 


.31 


.74 


1.68 


.35 


.72 


1.67 


.40 


.67 


6 


" 7 


2.30 


.20 


.75 


2.27 


.24 


.74 2.21 


.26 


.72 


2.15 


.29 


.70 


2.12 


.35 


.66 


I 


8 


" 10 


3.19 


.14 


.66 


3.17 


.14 


.61 3.09 


.18 


.64 


3.04 


.22 


.63 


3.02 


.22 


.58 


r 


Vi 


to 1 


1.50 


.22 


.91 


1.49 


.24 


.90 1.43 


.25 


.87 


1.38 


.29 


.84 


1.38 


.33 


.82 


No. 4 to 2 in. . . < 


3 




1.73 


.20 


.87 


1.71 


.23 


.86 1.65 


.24 


.85 


1.60 


.26 


.81 


1.60 


.31 


.80 


6 


" 7 


2.18 


.16 


.84 


2.14 


.19 


.82 t 206 

.73 i 3.04 


.18 


.82 


2.01 


.21 


.77 


2.01 


.27 


.77 


I 


8 


'• 10 


^ 3.12 


.09 


.74 


3.09 


.14 


.14 


.76 


2.94 


.17 


.74 


2.94 


.17 


.74 


r 


V4 


to 1 


1.69 


.35 


.77 


1.65 


37 


.73 1 1.60 


.43 


.69 


1.54 


.48 


.64 


1.51 


.54 


.58 


h to 1 in 


3 


" 4 


1 1.91 


.31 


.73 


1.88 


.36 


.72 1.82 


.40 


.67 


1.78 


.45 


.63 


1.73 


.51 


.56 


6 


" 7 


2.40 


.28 


.71 


2.36 


.28 


.70 i 2.31 


.34 


.65 


2.26 


.37 


.64 


2.19 


.42 


.68 


I 


8 


" 10 


3.23 


.19 


.57 


3.21 


.19 


.57 ! 3.15 


.23 


.56 


3.00 


.27 


.53 


2.93 


.30 


.48 


f 


V2 


to 1 


1.57 


.32 


.81 


1.55 


.34 


.78 1.50 


.38 


.75 


1.45 


.43 


.71 


1.43 


.49 


.66 


%to IK in..... 


3 


" 4 


1.81 


.30 


.81 


1.78 


.32 


.76 1.73 


.36 


.74 


1.68 


.40 


.70 


1.63 


.46 


.63 


6 


" 7 


2.30 


.20 


.75 


2.26 


.27 


.74 2.20 


.33 


.72 


2.15 


.35 


.67 


2.08 


.35 


.62 




8 


" 10 


2.97 


.18 


.61 


2.94 


.17 


.61 2.88 


.21 


.60 


2.87 


.26 


.60 


2.78 


.30 


.55 


r 


^ 


to 1 


; 1.4^ 


.29 


.88 


1.48 


.32 


.88 1.42 


.34 


.84 


1.36 


.38 


.77 


1.34 


.42 


.75 


K^2 in 1 


3 




1 1.7-3 


.26 


.87 


1.70 


.30 


.86 ' 1.63 


.31 


.80 


1.58 


.35 


.77 


1.55 


.39 


.73 


6 


" 7 


I 2.18 


.23 


.84 


2.12 


.25 


.79 1 2.05 


.27 


.79 


2.01 


.30 


.77 


1.93 


.31 


.72 


I 


8 


" 10 


2.98 


.18 


.71 


2.99 


.18 


.71 1 2.90 


.21 


.69 


2.93 


.22 


.69 


2.84 


.25 


.67 


r 


% 


to 1 


1.55 


.37 


.73 


1.52 


.40 


.72 1.48 


.46 


.70 


1.41 


.50 


-.65 


1.38 


.55 


.59 


%to IKin.... 1 


3 


" 4 


1.79 


.34 


.71 


1.75 


.39 


.70 1.71 


.43 


.68 


1.63 


.48 


.63 


1.59 


.54 


.59 


6 


" 7 


2.29 


.30 


.68 


2.24 


.33 


.70 2.17 


.39 


.64 


2.08 


.43 


.62 


2.03 


.45 


.64 


I 


8 


•' 10 


3.03 


.22 


.54 


3.01 


.22 


.58 2.93 


.26 


.56 


2.90 


.30 


.56 


2.88 


.34 


.51 


r 


% 


to 1 


1.47 


.35 


.80 


1.44 


.38 


.79 1.40 


.41 


.77 


1.34 


.48 


.71 


1.29 


.50 


.67 


^ to2 in ^ 


3 




1.70 


.33 


.78 


1.66 


.37 


.76 , 1.62 


.38 


.74 


1.53 


.43 


.70 


1.50 


.49 


.67 


6 


" 7 


; 2.16 


.29 


.77 


2.08 


.34 


.74 2.04 


.33 


.73 


1.92 


.37 


.68 


1.90 


.42 


.65 


I 


8 


"10 


; 2.97 


.22 


.66 


2.97 


.22 


.66 ! 2.81 


.25 


.62 


2.74 


.28 


.42 


2.74 


.23 


.42 


r 


% 


to 1 


1 1.39 


.33 


.86 


1.35 


.36 


.84 1.30 


.38 


.81 


1.25 


.42 


.76 


1.21 


.46 


.71 


^ to3 in J 


3 


" 4 


1 1.60 


.31 


.83 


1.55 


.34 


.83 1.52 


.36 


.81 


1.46 


.41 


.78 


1.42 


.44 


.73 


6 


" 7 


2.03 


.27 


.78 


1.98 


.29 


.76 ! 1.94 


.32 


.75 


1.87 


.36 


.72 


1.83 


.38 


.70 


1 


8 


" 10 


2.87 


.21 


.68 


2.85 


.21 


.67 ' 2.75 


.24 


.69 


2.69 


.28 


.68 


2.64 


.31 


.66 



18 



Structural Materials Research Laboratory 



Proportions for 3500 lb. per sq. in. Concrete 

Based on 28-day compressive strength of 6x12 in. cylinders. 

Proportions are expressed by volume as follows: Portland Cement : Fine Aggregate : 
Coarse Aggregate. 

Thus 1:2.6:4.6 indicates 1 part by volume of portland cement, 2.6 parts by volume of 
fine aggregate and 4.6 parts by volume of coarse aggi^egate. 

For Summary of Precautions to be Observed in Unns Tables see page 9. 



Size of Coarse 


Slump, 
in. 


Proport 


ions Using Fine Aggregate 


of Different 


Sizes 


Aggregate 


0-No. 30 


0-No. 16 


0-No. 8 


0-No. 4 


0-% in. 


None J 


% to 1 
3 " 4 
6 " 7 

8 "10 


1:1.2 
1:1.0 
1:0.6 

1:0.3 


1:1.4 
1:1.1 
1:0.8 

1:0.4 


1:1.6 
1:1.3 
1:0.9 

1:0.4 


1:1.9 
1:1.5 
1:1.0 

1:0.5 


1:2.2 
1:1.8 
1:1.2 

1:0.6 


No. 4 to % in.. J 


V2 to 1 

3 " 4 
6 " 7 

8 " 10 


1:1.0:2.2 
1:0.8:1.9 
1:0.5:1.3 

1:0.2:0.7 


1:1.1:2.2 
1:0.9:1.9 
1:0.6:1.4 

1:0.2:0.7 


1:1.3:2.1 
1:1.0:1.8 
1:0.6:1.3 

1:0.3:0.7 


1:1.5:2.0 
1:1.2:1.7 
1:0.8:1.3 

1:0.3:0.7 


1:1.8:1.8 
1:1.4:1.5 
1:0.9:1.2 

1:0.4:0.6 


No. 4 to 1 in. . . J 


1/2 to 1 
3 " 4 
6 " 7 
8 " 10 


1:0.9:2.6 
1:0.7:2.2 
1:0.4:1.5 

1:0.2:0.8 


1:1.0:2.6 
1:0.8:2.2 
1:0.5:1.5 

1:0.2:0.8 


1:1.2:2.5 
1:0.9:2.2 
1:0.6:1.5 

1:0.2:0.8 


1:1.4:2.4 
1:1.1:2.1 
1:0.6:1.5 

1:0.3:0.8 


1:1.6:2.3 
1:1.3:2.0 
1:0.8:1.4 

1:0.3:0.8 


No. 4 to 1 34 in. J 


Vz to 1 
3 " 4 
6 " 7 
8 " 10 


1:0.9:2.9 
1:0.7:2.5 
1:0.4:1.8 

1:0.2:0.9 


1:1.0:2.9 
1:0.8:2.4 
1:0.5:1.7 

1:0.2:0.9 


1:1.1:2.9 
1:0.9:2.4 
1:0.5:1.8 

1:0.2:0.9 


1:1.3:2.8 
1:1.0:2.4 
1:0.6:1.7 

1:0.2:0.9 


1:1.5:2.7 
1:1.2:2.3 
1:0.7:1.7 

1:0.3:0.9 


No. 4 to 2 in. .. J 


1/2 to 1 
3 " 4 
6 " 7 

8 " 10 


1:0.7:3.3 
1:0.6:2.8 
1:0.3:2.0 

1:0.1:1.0 


1:0.8:3.3 
1:0.6:2.8 
1:0.4:2.0 

1:0.1:1.0 


1:0.9:3.4 
1:0.7:2.8 
1:0.4:2.0 

1:0.2:1.0 


1:1.0:3.3 
1:0.8:2.8 
1:0.5:2.0 

1:0.2:1.0 


1:1.2:3.3 
1:1.0:2.8 
1:0.6:2.0 
1:0.2:1.0 


% to 1 in J 


1/2 to 1 
3 " 4 
6 " 7 
8 " 10 


1:1.1:2.5 
1:0.8:2.1 
1:0.5:1.5 

1:0.2:0.8 


1:1.2:2.5 
1:0.9:2.1 
1:0.6:1.5 

1:0.2:0.8 


1:1.4:2.5 
1:1.1:2.1 
1:0.7:1.5 

1:0.3:0.8 


1:1.6:2.3 
1:1.3:2.0 
1:0.8:1.4 

1:0.3:0.8 


1:1.8:2.2 
1:1.5:1.9 
1:0.9:1.4 

1:0.4:0.7 


% to 13^ in.... 1 


1/2 to 1 
3 " 4 
6 " 7 
8 " 10 


1:1.0:2.8 
1:0.8:2.4 
1:0.5:1.7 

1:0.2:0.8 


1:1.2:2.8 
1:0.9:2.4 
1:0.6:1.7 

1:0.2:0.8 


1:1.3:2.8 
1:1.1:2.4 
1:0.7:1.7 

1:0.3:0.8 


1:1.6:2.7 
1:1.2:2.3 
1:0.8:1.7 

1:0.3:0.8 


1:1.8:2.6 
1:1.5:2.3 
1:0.9:1.6 

1:0.4:0.8 


%to2 in 1 


1/2 to 1 
3 " 4 
6 " 7 
8 " 10 


1:1.0:3.2 
1:0.8:2.7 
1:0.5:1.9 

1:0.2:0.9 


1:1.1:3.2 
1:0.8:2.7 
1:0.5:1.9 
1:0.2:1.0 


1:1.2:3.2 
1:1.0:2.7 
1:0.6:2.0 

1:0.2:1.0 


1:1.4:3.2 
1:1.1:2.7 
1:0.7:2.0 

1:0.3:1.0 


1:1.6:3.1 
1:1.3:2.7 
1:0.8:1.9 

1:0.3:1.0 


%^o\}i in.... r 


¥2 to 1 
3 " 4 
6 " 7 
8 " 10 


1:1.3:2.6 
1:1.0:2.2 
1:0.7:1.6 

1:0.3:0.8 


1:1.4:2.7 
1:1.2:2.3 
1:0.7:1.6 

1:0.3:0.8 


1:1.6:2.6 
1:1.3:2.2 
1:0.9:1.6 

1:0.4:0.8 


1:1.9:2.6 
1:1.5:2.2 
1:1.0:1.6 

1:0.4:0.8 


1:2.2:2.4 
1:1.8:2.1 
1:1.2:1.6 

1:0.5:0.8 


^ to2 in 1 


1/2 to 1 
3 " 4 
6 " 7 
8 " 10 


1:1.2:3.0 
1:1.0:2.5 
1:0.6:1.8 

1:0.3:0.9 


1:1.4:3.1 
1:1.1:2.6 
1:0.7:1.8 
1:0.3:0.9 


1:1.6:3.1 
1:1.2:2.6 
1:0.8:1.9 

1:0.3:0.9 


1:1.8:3.1 
1:1.5:2.6 
1:0.9:1.9 

1:0.4:0.9 


1:2.1:3.0 
1:1.7:2.5 
1:1.1:1.9 

1:0.5:0.9 


^ to 3 in I 


% to 1 
3 " 4 
6 " 7 
8 " 10 


1:1.2:3.4 
1:1.0:2.8 
1:0.6:2.0 

1:0.3:1.0 


1:1.3:3.4 
1:1.1:2.8 
1:0.7:2.0 

1:0.3:1.0 


1:1.5:3.4 
1:1.2:2.8 
1:0.8:2.0 

1:0.3:1.0 


1:1.7:3.3 
1:1.4:2.8 
1:0.9:2.0 

1:0.4:1.0 


1:2.0:3.3 
1:1.6:2.8 
1:1.0:2.0 

1:0.4:1.0 



Quantities of Materials for Concrete 



19 



Quantities of Materials for 1 cu. yd. of 3500 lb. per sq. in. Concrete 

The volume of cement is expressed in barrels and of aggregates in cubic yards. 
F = fine aggregate; C = coarse aggregate. 

Quantities are net, no allowance being: made for waste; for average conditions, the 
following: additions are sugg:ested: Cement, 2%; fine ag:gTeg:ate, 10%; coarse ag:£rreg:ate, 5%. 

For Summary of Precautions to be Observed in Usins Tables see page 9. 





Slump, 
in. 


Quantities of Materials Using Fine Aggregate of Different Sizes 


Size of 
Coarse 


0-No. 30 


0-No. 16 


0-No. 8 


0-No. 4 


0-% in. 


Aggregate 


Aggre- 
Ce- gate 
ment F. C. 


Aggre- 
Ce- gate 
ment F. C. 


Aggre- 
Ce- gate 
ment F. C. 


Aggre- 
Ce- gate 
ment F. C. 


Aggre- 
Ce- gate 
miMit F. C. 





^2 to 1 


3.58 


.64 




3.38 


.70 




3.11 


.74 




2.71 


.76 




2.48 


.81 




None 1 


3 •' 4 
6 " 7 


3.90 
4.82 


.58 
.43 




3.83 
4.34 


.62 
.52 




3.51 
4.12 


.68 
.55 




3.13 
3.79 


.70 
.56 




2.81 
3.46 


.75 
.61 










S " 10 








5.00 


.30 




4.95 


.29 




4.48 


.33 




4.37 


.30 






1,^ to 1 


2.08 


.31 


.68 


2.06 


.34 


.67 


2.01 


.39 


.63 


1.91 


.42 


.57 


1.92 


.51 


.51 


No. 4 to X in.. J 


3 " 4 


2.38 


.28 


.67 


2.36 


.31 


.66 


2.52 


.37 


.67 


2.25 


.40 


.57 


2.22 


.46 


.49 


"S 


6 •' 7 


3.08 


.23 


.59 


3.02 


.27 


.63 


2.96 


.26 


.57 


2.88 


.34 


.56 


2.83 


.38 


.50 




8 " 10 


4.02 


.12 


.42 


3.96 


.12 


.41 


3.89 


.17 


.40 


3.83 


.17 


.40 


3.79 


.22 


.34 




^/2 to 1 


1.95 


.26 


.75 


1.93 


.29 


.74 


1.90 


.34 


.70 


1.84 


.38 


.65 


1.84 


.43 


.63 


No. 4 to 1 in.. . j 


3 " 4 


2.27 


.24 


.74 


2.25 


.27 


.73 


2.18 


.29 


.71 


2.15 


.35 


.67 


2.10 


.40 


.62 




6 " 7 


2.93 


.17 


.65 


2.89 


.21 


.64 


2.79 


.25 


.62 


2.74 


.24 


.61 


2.67 


.32 


.55 


i 


8 »• 10 


3.88 


.11 


.46 


3.82 


.11 


.45 


3.79 


.11 


.45 


3.68 


.16 


.44 


3.67 


.16 


.43 




% to 1 


1.85 


.25 


.79 


1.85 


.27 


.79 


1.80 


.29 


.77 


1.70 


.33 


.70 


1.73 


.38 


.69 


No. 4 to 13^ in. ) 


3 " 4 


2.14 


.22 


.79 


2.11 


.25 


.75 


2.05 


.27 


.73 


1.97 


.29 


.70 


1.98 


.35 


.67 




6 " 7 


2.76 


.22 


.74 


2.70 


.20 


.68 


2.59 


.19 


.69 


2.58 


.23 


.65 


2.58 


.27 


.65 




8 •' 10 


3.79 


.11 


.50 


3.69 


.11 


.49 


3.67 


.11 


.49 


3.72 


.11 


.50 


3.80 


.17 


.51 




1/2 to 1 


1.79 


.19 


.87 


1.77 


.21 


.86 


1.71 


.23 


.86 


1.68 


.25 


.87 


1.65 


.29 


.81 


No. 4 to 2 in. .. J 


3 •• 4 


2.04 


.18 


.84 


2.00 


.18 


.83 


1.95 


.20 


.81 


1.92 


.23 


.80 


1.91 


.28 


.79 




6 " 7 


2.62 


.12 


.78 


2.60 


.15 


.77 


2.52 


.15 


.75 


2.50 


.19 


.74 


2.50 


.22 


.74 




8 " 10 


3.81 


.06 


.56 


3.75 


.06 


.56 


3.72 


.11 


.55 


3.68 


.11 


.54 


3.76 


.11 


.56 




1^ to 1 


2.02 


.33 


.75 


1.94 


.34 


.72 


1.88 


.39 


.69 


1.85 


.44 


.63 


1.79 


.48 


.58 


% to 1 in 1 


3 " 4 


2.28 


.27 


.71 


2.24 


.30 


.70 


2.18 


.35 


.68 


244 


.41 


.63 


2.05 


.45 


.58 


6 " 7 


2.86 


.21 


.64 


2.84 


.25 


.63 


2.76 


.29 


.61 


2.^4 


.32 


.57 


2.66 


.35 


.55 




8 " 10 


3.88 


.11 


.46 


3.82 


.11 


.45 


3.79 


.17 


.45 


3.68 


.16 


.44 


3.67 


.22 


.38 




1^ to 1 


1.88 


.28 


.78 


1.85 


.33 


.77 


1.79 


.34 


.74 


1.74 


.41 


.70 


1.69 


.45 


.65 


h to \}4 in.... 1 


3 " 4 


2.16 


.26 


.77 


2.10 


.28 


.75 


2.04 


.33 


.73 


1.98 


.35 


.67 


1.93 


.43 


.66 




6 " 7 


2.72 


.20 


.68 


2.66 


.24 


.67 


2.59 


.27 


.65 


2.56 


.30 


.64 


2.52 


.34 


.60 




8 " 10 


3.79 


.11 


.45 


3.69 


.11 


.44 


3.67 


.16 


.43 


3.40 


.15 


.40 


3.31 


.20 


.39 




^^ to 1 


1.78 


.26 


.84 


1.75 


.28 


.83 


1.69 


.30 


.80 


1.63 


.36 


.77 


1.59 


.38 


.73 


% to 2 in J 


3 " 4 


2.03 


.24 


.81 


1.98 


.23 


.79 


1.93 


.29 


.77 


1.91 


.31 


.76 


1.84 


.35 


.73 




6 " 7 


2.58 


.19 


.73 


2.54 


.19 


.71 


2.49 


.22 


.74 


2.47 


.26 


.73 


2.40 


.28 


.68 




8 " 10 


3.80 


.11 


.51 


3.73 


.11 


.55 


3.64 


.11 


.54 


3.68 


.16 


.54 


3.56 


.16 


.53 




1^ to 1 


1.84 


.35 


.71 


1.82 


.38 


.73 


1.77 


.42 


.68 


1.68 


.47 


.65 


1.65 


.54 


.59 


% to IK in.... f 


3 " 4 


2.13 


.32 


.69 


2.09 


.37 


.71 


2.02 


.39 


.66 


1.85 


.41 


.60 


1.89 


.50 


.59 




6 " 7 


2.68 


.28 


.64 


2.63 


.27 


.62 


2.56 


.34 


.61 


2.49 


.37 


.59 


2.45 


.44 


.58 




8 " 10 


3.79 


.17 


.45 


3.69 


.16 


.43 


3.67 


.22 


.43 


3.72 


.22 


.44 


3.66 


.27 


.43 


X to 2 in 


V2 to 1 


1.76 


.31 


.78 


1.72 


.36 


.79 


1.67 


.40 


.77 


1.58 


.42 


.72 


1.55 


.48 


.69 


3 " 4 


2.01 


.30 


.74 


1.95 


.31 


.75 


1.92 


.34 


.74 


1.84 


.41 


.71 


1.80 


.45 


.67 


■s 


6 " 7 


2.58 


.23 


.69 


2.54 


.26 


.68 


2.48 


.29 


.70 


2.40 


.32 


.68 


2.35 


.38 


.66 


^ 


8 " 10 


3.78 


.17 


.50 


3.73 


.17 


.50 


3.63 


.16 


.48 


3.59 


.21 


.48 


3.49 


.26 


.46 


^ lo3 in / 


\^ to 1 


1.67 


.30 


.84 


1.61 


.31 


.81 


1.57 


.35 


.79 


1.51 


.38 


.74 


1.47 


.43 


.72 


3 " 4 


1.91 


.28 


.79 


1.86 


.30 


.77 


1.93 


.34 


.80 


1.76 


.36 


.73 


1.71 


.40 


.71 


i 


6 " 7 


2.48 


.22 


.74 


2.43 


.25 


.72 2.37 


.28 


.70 


2.30 


.31 


.68 


2.25 


.33 


.67 


I 


8 " 10 


3.64 


.16 


.54 


3.57 


.16 


.53 3.52 


.16 


.52 


3.46 


.20 


.51 


3.38 


.20 


.50 



20 



Structural Materials Research Laboratory 



Proportions for 4000 lb. per sq. in. Concrete 

Based on 28-day compressive strength of 6x12 in. cylinders. 

Proportions are expressed by volume as follows: Portland Cement : Fine Aggregate : 
Coarse Aggregate. 

Thus 1:2.6:4.6 Indicates 1 part by volume of Portland cement, 2.6 parts by volume of 
fine aggregate and 4.6 parts by volume of coarse aggregate. 

For Summary of Precautions to be Observed in Using Tables see page 9. 



Size of Coarse 


Slump, 
in. 


Proportions Using Fine Aggregate 


of Different 


Sizes 


Aggregate 


0-No. 30 


0-No. 16 


0-No. 8 


0-No. 4 


0-% in. 


None 


V2 to i 
3 " 4 
6 " 7 
8 •' 10 


1:0.9 
1:0.7 
1:0.4 
1:0.1 


1:1.1 
1:0.9 
1:0.5 

1:0 2 


1:1.2 
1:1.0 
1:0.6 

1:0.2 


1:1.5 
1:1.2 
1:0.7 

1:0.2 


1:1.7 




1:0.7 

1:0.3 


No. 4 to ^ in..| 


% to 1 
3 " 4 
6 •• 7 
8 "10 


1:0.8:1.8 
1:0.6:1.5 
1:0.3:0.9 
1:0.1:0.3 


1:0.9:1.8 
1:0.6:1.4 
1:0.4:1.0 
1:0.1:0.3 


1:1.0:1.8 
1:0.8:1.5 
1:0.4:0.9 
1:0.1:0.3 


1:1.2:1.7 
1:0.9:1.4 
1:0.5:0.9 
1:0.1:0.3 


1:1.4:1.5 
1:1.1:1.3 
1:0.6:0.9 
1:0.2:0.3 


No. 4 to I in... J 


¥2 to 1 
3 •* 4 
6 " 7 

8 "10 


1:0.7:2.1 
1:0.5:1.7 
1:0.3:1.1 

1:0.1:0.4 


1:0.8:2.1 
1:0.6:1.6 
1:0.3:1.1 

1:0.1:0.4 


1:0.9:2.1 
1:0.7:1.7 
1:0.4:1.1 

1:0.1:0.4 


1:1.0:2.0 
1:0.8:1.7 
1:0.4:1.1 

1:0.1:0.4 

* 


1:1.2:1.9 
1:0.9:1.6 
1:0.5:1.1 

1:0.1:0.4 


No. 4 to 13^ in. J 


% to 1 
3 " 4 
6 " 7 

8 " 10 


1:0.6:2.4 
1:0.5:2.0 
1:0.3:1.2 
1:0.1:0.4 


1:0.7:2.4 
1:0.5:1.9 
1:0.3:1.2 
1:0.1:0.4 


1:0.8:2.4 
1:0.6:2.0 
1:0.3:1.2 

1:0.1:0.4 


1:1.0:2.3 
1:0.7:1.9 
1:0.4:1.2 

1:0.1:0.4 


1:1.1:2.2 
1:0.9:1.9 
1:0.4:1.2 

1:0.1:0.4 


No. 4 to 2 in... 1 


1/2 to 1 
3 " 4 
6 " 7 
8-10 


1:0.5:2.7 
1:0.4:2.2 
1:0.2:1.4 

1:0.1:0.4 


1:0.6:2.7 
1:0.4:2.2 
1:0.2:1.4 
1:0.1:0.4 


1:0.7:2.7 
1:0.5:2.3 
1:0.3:1.4 
1:0.1:0.5 


1:0.8:2.7 
1:0.6:2.3 
1:0.3:1.5 

1:0.1:0.5 


1:0.9:2.8 
1:0.7:2.3 
1:0.3:1.4 
1:0.1:0.5 


% to 1 in 1 


^k to 1 
3 " 4 
6 " 7 
8 "10 


1:0.8:2.1 
1:0.6:1.7 
1:0.3:1.1 

1:0.1:0.4 


1:0.9:2.0 
1:0.7:1.7 
1:0.4:1.1 

1:0.1:0.4 


1:1.0:2.0 
1:0.8:1.6 
1:0.4:1.0 

1:0.1:0.4 


1:1.2:1.9 
1:0.9:1.6 
1:0.5:1.0 

1:0.1:0.4 


1:1.4:1.8 
1:1.1:1.5 
1:0.6:1.0 

1:0.2:0.4 


%to l>^in....| 


y^ to 1 

3 " 4 
6 • 7 

8 "10 


1:0.8:2.3 
1:0.6:1.9 
1:0.3:1.2 

1:0.1:0.4 


1:0.9:2.3 
1:0.7:1.9 
1:0.4:1.2 

1:0.1:0.4 


1:1.0:2.3 
1:0.8:1.9 
1:0.4:1.2 

1:0.1:0.4 


1:1.2:2.3 
1:0.9:1.9 
1:0.5:1.2 

1:0.1:0.4 


1:1.4:2.2 
1:1.1:1.8 
1:0.6:1.2 

1:0.2:0.4 


>^to2 in f 


^k to 1 
3 " 4 
6 " 7 
8 "10 


1:0.7:2.6 
1:0.6:2.1 
1:0.3:1.4 
1:0.1:0.4 


1:0.8:2.6 
1:0.6:2.2 
1:0.3:1.4 

1:0.1:0.4 


1:0.9:2.6 
1:0.7:2.2 
1:0.4:1.4 

1:0.1:0.5 


1:1.0:2.6 
1:0.8:2.2 
1:0.4:1.4 

1:0.1:0.4 


1:1.2:2.6 
1:1.0:2.2 
1:0.5:1.4 

1:0.1:0.5 


%\o \yi in.... r 


% to 1 
3 " 4 
6 " 7 
8 "10 


1:1.0:2.2 
1:0.8:1.8 
1:0.4:1.1 

1:0.1:0.4 


1:1.1:2.2 
1:0.9:1.8 
1:0.5:1.1 

1:0.1:0.4 


1:1.3:2.2 
1:1.0:1.8 
1:0.6:1.2 

1:0.2:0.4 


1:1.5:2.1 
1:1.2:1.8 
1:0.7:1.1 

1:0.2:0.4 


1:1.7:2.0 
1:1.3:1.7 
1:0.8:1.1 

1:0.2:0.4 


^ to2 in f 


% to 1 
3 " 4 
6 " 7 
8 "10 


1:0.9:2.5 
1:0.7:2.0 
1:0.4:1.3 
1:0.1:0.4 


1:1.0:2.5 
1:0.8:2.1 
1:0.5:1.3 

1:0.1:0.4 


1:1.2:2.5 
1:0.9:2.1 
1:0.5:1.4 

1:0.2:0.4 


1:1.4:2.5 
1:1.1:2.1 
1:0.6:1.4 
1:0.2:0.4 


1:1.6:2.5 
1:1.3:2.1 
1:0.7:1.3 

1:0.2:0.4 


^ to 3 in 


Vz to 1 
3 " 4 
6 " 7 
8 "10 


1:0.9:2.7 
1:0.7:2.2 
1:0.4:1.4 
1:0.1:0.5 


1:1.0:2.7 
1:0.8:2.3 
1:0.4:1.4 

1:0.1:0.5 


1:1.2:2.8 
1:0.9:2.3 
1:0.5:1.5 

1:0.1:0.5 


1:1.3:2.7 
1:1.0:2.3 
1:0.6:1.5 

1:0.2:0.5 


1:1.5:2.7 
1:1.2:2.2 
1:0.7:1.6 

1:0.2:0.5 



Quantities of Materials for Concrete 



21 



Quantities of Materials for 1 cu. yd. of 4000 lb. per sq. in. Concrete 

The volume of cement is expressed in barrels and of aggregates in cubic yards. 
F = fine aggregate; C = coarse aggregate. 

Quantities are net, no allowance being made for waste; for average conditions, the 
following additions are suggested: Cement, 2%; fine aggregate, 10%; coarse aggregate, 5%. 

For Summary of Precautions to be Observed in Using Tables see page 9. 





Slump, 
in. 




Quantities of Materials 


Oping 


Fine Aggregate of Different Sizes 




Size of 
Coarse 


0-No. 30 


0-No. 16 


0-No. 8 


0-No. 4 




0-?6 in. 


Aggregate 




Aggre- 




Aggre- 




Aggre- 




Aggre- 




Aggre- 








Ce- 


gate 


Ce- 


gate 


Ce- 


gate 


Ce- 


gate 


Ce- 


gate 








ment 


F. 


0. 


ment 


F. 


0. 


ment 


F. 


0. 


ment 


F. 


0. 


ment 


F 


C. 


r 


% 


to 1 


4.21 


.56 




3.91 


.65 




3.75 


.79 




3.19 


.71 




2.96 


.75 




None J 


3 
6 




4.64 
5.05 


.48 
.30 




4.25 
5.21 


.57 
.39 




4.03 
4.89 


.60 
.44 




3.57 
4.36 


.64 
.45 




3.27 
4.41 


.68 
.46 








1 


8 


'• 10 


























4.78 


.21 




c 


% 


to 1 


2.46 


.29 


.65 


2.44 


.32 


.65 


2.39 


.35 


.64 


2.33 


.41 


.59 


2.30 


.48 


.51 


No. 4 to ^ in.. J 


3 




2.86 


.25 


.64 


2.80 


.25 


.58 


2 .-f 


.32 


.61 


2.64 


.35 


.55 


2.61 


.42 


.50 


6 


" 7 


3.68 


.16 


.49 


3.67 


.22 


.54 


3.62 


.21 


.48 


3.56 


.26 


.48 


3.54 


.23 


.34 


, 


8 


" 10 


4.79 


.06 


.23 


4.79 


.07 


.23 


4.77 


.08 


.23 


4.76 


.10 


.23 


4.74 


.11 


.22 


r 


Vz 


to 1 


2.36 


.24 


.73 


2.32 


.27 


.72 


2.27 


.30 


.71 


2.21 


.33 


.65 


2.18 


.39 


.61 


No. 4 to 1 in... j 


3 


" 4 


2.71 


.20 


.68 


2.65 


.24 


.63 


2.58 


.27 


.65 


2.56 


.30 


.64 


2.54 


.34 


.60 


6 


" 7 


3.59 


.16 


.58 


3.58 


.16 


.58 


3.51 


.21 


.57 


3.46 


.20 


.56 


3.48 


.26 


.57 


1 


8 


" 10 


4.79 


.05 


.25 


4.76 


.05 


.26 


4.73 


.07 


.26 


4.70 


.08 


.26 


4.69 


.09 


.26 


r 


y^ 


to 1 


2.25 


.20 


.80 


2.21 


.23 


.78 


2.15 


.25 


.76 


2.03 


.30 


.69 


2.05 


.33 


.67 


No. 4 to 134 in.) 


3 


" 4 


2.56 


.19 


.76 


2.54 


.19 


.71 


2.46 


.22 


.73 


2.43 


.25 


.68 


2.42 


.32 


.68 


6 


*' 7 


3.48 


.15 


.62 


3.47 


.15 


.62 


3.39 


.15 


.60 


3.34 


.20 


.59 


3.34 


.20 


.59 


1 


8 


" 10 


4.69 


.04 


.28 


4.69 


.05 


.28 


4.69 


.06 


.29 


4.67 


.07 


.29 


4.67 


.08 


.29 


. 


"^ 


to 1 


2.14 


.16 


.86 


2.10 


.19 


.84 


2.03 


.21 


.81 


2.00 


.24 


.80 


1.91 


.26 


.79 


No. 4 to 2 in... 1 


3 


" 4 


2.47 


.15 


.80 


2.45 


.15 


.80 


2.37 


.18 


.81 


2.33 


.21 


.79 


2.31 


.24 


.78 


6 


" 7 


3.36 


.10 


.70 


3.33 


.10 


.69 


3.24 


.14 


.67 


3.19 


.14 


.71 


3.20 


.14 


.66 




8 


" 10 


4.69 


.03 


.31 


4.68 


.03 


.30 


4.67 


.04 


.32 


4.61 


.04 


.33 


4.54 


.05 


.33 


r 


^h 


to 1 


2.36 


.29 


.73 


2.32 


.31 


.69 


2.26 


.33 


.67 


2.22 


.39 


.62 


2.13 


.44 


.57 


% lo 1 in 1 


3 




2.65 


.24 


.67 


2.62 


.27 


.66 


2.58 


.31 


.61 


2.54 


.34 


.60 


2.48 


.40 


.55 


6 


" 7 


3.42 


.15 


.56 


3.39 


.20 


.55 


3.33 


.20 


.49 


3.30 


.24 


.49 


3.23 


.29 


.48 


1 


8 


"10 


4.79 


.06 


.26 


4.76 


.07 


.25 


4.73 


.08 


.26 


4.70 


.10 


.25 


4.69 


.12 


.24 


r 


% 


to 1 


2.26 


.27 


.77 


2.20 


.29 


.75 


2.14 


.32 


.73 


2.08 


.37 


.71 


2.00 


.41 


.65 


%tO 13^ifl....l 


3 


" 4 


2 54 


.23 


.71 


2.51 


.26 


.71 


2.48 


.29 


.70 


2:42 


.32 


.68 


2.36 


.38 


.63 


6 


" 7 


3.24 


.14 


.58 


3.17 


.19 


.56 


3.16 


.19 


.56 


3.10 


.23 


.55 


3.13 


.28 


.66 




8 


" 10 


4.69 


.06 


.28 


4.69 


.07 


.28 


4.69 


.08 


.28 


4.67 


.09 


.28 


4.67 


.11 


.28 


r 


% 


to 1 


2.14 


.22 


.82 


2.08 


.25 


.80 


2.01 


.27 


.77 


1.98 


.29 


.76 


1.92 


.34 


.74 


Vz^ol in J 


3 




2.46 


.22 


.76 


2.42 


.21 


.79 


2.34 


.24 


.76 


2.31 


.27 


.75 


2.22 


.33 


.72 


\ 


6 


" 7 


3.14 


.14 


.65 


3.07 


.14 


.64 


3.02 


.18 


.63 


3.02 


.18 


.63 


2.98 


.22 


.62 


I 


8 


" 10 


4.69 


.05 


.30 


4.68 


.06 


.30 


4.67 


.07 


.32 


4.61 


.08 


.31 


4.54 


.08 


.31 


r 


y. 


to 1 


2.23 


.33 


.72 


2.18 


.35 


.71 


2.12 


.41 


.69 


2.01 


.45 


.62 


1.95 


.49 


.58 


K to \yi in.... 1 


3 


" 4 


2.53 


.30 


.68 


2.49 


.33 


.66 


2.44 


.36 


.65 


2.42 


.43 


.65 


2.29 


.44 


.58 




6 


.. ^ 


3.18 


.19 


.52 


3.12 


.23 


.51 


3.03 


.27 


.54 


2.97 


.31 


.48 


2.98 


.35 


.49 


^ 


8 


" 10 


4.69 


.08 


.26 


4.69 


.10 


.27 


4.69 


.11 


.28 


4.67 


.12 


.28 


4.67 


.15 


.27 


K to 2 in 


% 


to 1 


2.11 


.28 


.78 


2.05 


.30 


.76 


1.99 


.35 


.74 


1.91 


.40 


.71 


1.88 


.44 


.69 


3 


" 4 


2.44 


.25 


.72 


2.39 


.28 


.74 


2.34 


.31 


.73 


2.24 


.36 


.70 


2.18 


.42 


.68 


■< 


6 


" 7 


3.12 


.18 


.60 


3.11 


.23 


.60 


3.00 


.22 


.62 


2.94 


.26 


.61 


2.90 


.30 


.56 


. 


8 


" 10 


4.69 


.08 


.29 


4.68 


.09 


.30 


4.67 


.10 


.30 


4.61 


.11 


.30 


4.54 


.13 


.30 


^ to 3 in J 


% 


to 1 


1.98 


.25 


.79 


1.94 


.29 


.77 


1.90 


.34 


.79 


1.84 


.35 


.74 


1.78 


.40 


.71 


3 




2.33 


.24 


.76 


2.28 


.27 


.78 


2.21 


.30 


.75 


2.12 


.31 


.72 


2.06 


.37 


.67 


' 


6 




3.00 


.18 


.62 


8.97 


.18 


.62 


2.96 


.22 


.66 


2.90 


.26 


.64 


2.77 


.29 


.6* 


. 


8 


" 10 


4.60 


.08 


.32 


4.54 


.08 


.32 


4.49 


.09 


.32 


4.44 


.10 


.32 


4.43 


.12 


.32 



LIST OF PUBLICATIONS OF THE 
STRUCTURAL MATERIALS RESEARCH LABORATORY 



CiRCULAfi 1. — Colorimetric Test for Organic Impurities in Sands, by Dufif A. 
Abrams and Oscar E. Harder (1917). Out of Print 
(For a more recent discussion of this subject see, "Abrams-Harder Field 
Test for Organic Impurities in Sands," Proc. Am. Soc. Testing Mats., 
1919, Part I; also "Tentative Method of Test for Organic Impurities in 
Sands for Concrete," Proc. Am. Soc. Testing Mats., 1921.) 

Bulletin 1. — Design of Concrete Mixtures, by Duff A. Abrams (1918). 

Bulletin 2. — Effect of Curing Condition on the Wear and Strength of Concrete, 
by Duff A. Abrams (1919). 
Reprinted from the Proc. Am. Railway Eng. Assn., Vol. XX, 1919. 

BLT.LETIN 3. — Effect of Vibration, Jigging and Pressure on Fresh Concrete, by 
Duff A. Abrams (1919). 
Reprinted from the Proc. Am. Concrete Inst., Vol. XV, 1919. 
Out of Print 

Bulletin 4.— Effect of Fineness of Cement, by Duff A. Abrams (1919). 

Reprinted from the Proc. Am. Soc. Testing Mats., Vol. XIX, Part II, 1919. 
Out of Print 

BLT.LETIN 5. — Modulus of Elasticity of Concrete, by Stanton Walker (1920). 
Reprinted from the Proc. Am. Soc. Testing Mats., Vol. XIX, Part II, 1919. 
Out of Print 

Bulletin 6. — Effect of Storage of Cement, by Duff A. Abrams (1920). 

Bulletin 7.— Effect of Tannic Acid on the Strength of Concrete, by Duff A, 
Abrams (1920). 
Reprinted from the Proc. Am. Soc Testing Mats., Vol. XX, Part I, 1920. 
Out of Print 

Bulletins. — Effect of Hydrated Lime and Other Powdered Adniixtures in 
Concrete, by Duff A. xA.brams (1920). 
Reprinted from the Proc. Am. Soc. Testing Mats., Vol. XX, Part II, 1920. 

BLT.LETIN 9. — Quantities of Materials for Concrete, by Duff A. Abrams and 
Stanton Walker (1921). 

Bulletin 10.— Wear Test of Concrete, by Duff A. Abrams (1921). 
Reprinted from Proc. Am. Soc. Testing Mats., Vol. XXI, 1921. 

Bulletin 11.— Flexural Strength' of Plain Concrete, by Duff A. Abrams (1922). 
Reprinted from Proc. Am. Concrete Inst, Vol. XVIII, 192Z 




019 448 902 A 




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